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HomeMy WebLinkAboutSTRUCTURAL CALCULATIONS - 16-00521 - 42 N 2nd E - Freddy'sCalculations for Freddy's - Rexburg Project No. S161141 Prepared for: Larson Architects 210 M u rray Street Boise, ID 83714 Prepared by: ®L9 STRUCTURAL ENGINEERING CONSULTANTS 410 S. Orchard St., Suite 116 1 Boise, ID 83705 16-00521 42 N 2nd H - Freddy's %-d1ULI nttnIN Office Copy ('I oC2) Calculations for Freddy's - Rexburg Project No. S161141 Prepared for: Larson Architects 210 M u rray Street Boise, ID 83714 Prepared by: STRUCTURAL ENGINEERING CONSULTANTS 410 S. Orchard St., Suite 116 1 Boise, ID 83705 At 1}ham `S yV�Va�b STRUCTURAL ENGINEERING CONSULTANTS Freddy's - Rexburg Table of Contents Descri Design Criteria Snow Drift 5 Grid 2.5 Beam 6 Grid 2.5 Interior Column 6 Grid 2.5 Column at South Wall 6 Grid 3 Header at 25'-2" Opening 17 Check with Out of Plane Wind 17 Grid 3 Columns at 25'-2" Opening 27 Grid 3 Entry Headers 27 Kings 27 Grid 2 Header 35 Bearing Walls 35 Grid A & D Walls 35 Grid D Long Opening 38 Column Design 38 King Stud 44 Headers 44 Sill 44 6'-0" Grid D Opening 52 Kings 52 Kings at 4'-0" Opening (Grid A) 52 Roof Joists over Cooler/Utility 53 Front Entry Canopy Beam 53 Front Entry Canopy Column 53 Footings 69 Grid 2 Bearing Wall 69 Grid 3 Column Footings 69 Front Canopy Column Footing 69 Grid 2.5 Interior Column Footing 74 Grid 2.5 South Column Footing 74 Grid 2.5 North Column Footing 74 Lateral Design Ll Seismic Ll 410 S. Orchard Street, Suite 116 • Boise, ID 83705 • (208) 887-7760 • Fax (208) 887-7781 STRUCTURAL ENGINEERING CONSULTANTS Wind Ll North-South Wind L2 East-West Wind L2 Grid 3 Lateral Design Revised L3 Wind Uplift L3 Effective Moment Ann L3 Overturn of Wall Segment Above L4 Anchor Calculations for HDU8 Holddown L5 Check Tension on Column Bolts L5 Grid 2 Lateral L9 Overturn L9 Overturn at 11'-6" Wall L9 Grid 2 Lateral Design L10 Overturn at 8' Wall (7'-6" Actual Ann) L10 Overturn at 11'-6" Wall (I l'-0" Actual Ann) L10 Overturn at 20'-0" Wall (19'-6" Actual Arm) L10 Grid D Lateral Ll 1 Overturn L 1 1 Grid A Lateral Ll l Overturn L 1 I Overturn at 36' Wall LI l Grid D Holddown L12 Grid A Holddown L12 Chord Forces L12 East Wests Wind Force L12 Roof Diaphragm L13 410 S. Orchard Street, Suite 116 • Boise, ID 83705 • (208) 887-7760 • Fax (208) 887-7781 Client Lcc.rS.o L Date Project h MbJY4, Job No. JlG l It STRUCTURAL ENGINEERING CONSULTANTS Engineer `) DESIGN CRITERIA REFERENCE MANUALS 2012 International Building Code (IBC) American Concrete Institute ACI 318 American Institute of Timber Construction (AITC) American Institute of Steel Construction (AISC) CRSI "Manual of Standard Practice" American Concrete Institute Detailing Manual National Design Specifications for Wood Construction (NDS) Sheet I of The above list is representative, refer to IBC Chapter 35 for additional references and applicable dates and versions. LOAD COMBINATIONS — See Chapter 2 ASCE/SEI 7-10: 1,2Working Stress Design 3Strength Design D 1.41 D+L 1.2D + 1.6L + 0.5 (L, oi- S or R) - D+(Lr orSorR) 1:21)+1.6(L,orSorR)+(L or 0.5W) D+0.75L+0.75(L,orSorR)' 1.21) + LOW + L + 0.5 (L, or S or R) D+(0.6Wor0.7E) 1.21)+LOE+L+0.2S D+0.75L+0.75(0.6W)+0.75(L,orsorR) 0.91)+(1.0Eor LOW) D + 0.75L + 0,75(0.7E) + 0.75S 0:61)+0:6W 0.61) + 0.7E LATERAL DESIGN; Wind: -Occupancy Category 7C Wind Speed, 3 Second Gust it5 Wind Ej posure Category 6 Wind Importance Factor r_6 Seismic: Occupancy Category �L Spectral Response Coeff. SDS = k3o Spectral Response Coeff. SDI = a2Lo --- Seismic. Importance Factor Site Class Seismic Design Category STRUCTURAL ENGINEERING CONSULTANTS Client a rso� Project l��5 /\e_zttGr� Job No. 516I1NI 5Lc Sheet Z of CONCRETE: �8 day strength"(F'c) Footings Specified 9j � si Design V506 psi Foundations Specified/ si 'Design4:18i si Interior Slabs Specified psi :Designsl Exterior Slabs Specified psi Design Retaining Walls Specified psi :Design si Columns Specified pst Design si Beams ' Specified — f/—rest Design si Tilt -Up, Specified psi Design qsi Reinforcement ASTM A-615; #4 & larger ties(Fy)= 6C-Da� E'er psi Stirrups & #3 (Fy) = 62 C-DCnDr_� G7 psi STRUCTURAL STEEL: Plates, Angles and Channels W Shapes ; Structural Tube- Square or Rect. Structural Tube- Round Steel Pipe ASTM A36 (Fy=36ksi) ASTM A992 Gr. 50 (Fy=50ksi) ASTM A500 Gr. B (Fy=46ksi) ASTM A500 Gr. B (Fy=42ksi) ASTM A53 Gr. B (Fy=35ksi) DIMENSIONAL LUMBER: Tension Compression Per.Comp Douglas -Fir Larch WWPA and NDS Tables 4A, 4B, 4C and 4D (Values in psi) Fc per 24F -V4 DF/DF 2400 21.4"x 2"-4" x 2"-4" x _ 2"4" x 2114p� x 2"4" x 2"-4" x Beams. Posts & - ! - 2"&up 2" Scup 2"& up 2"& Lip 2"&tip 2"& up I:2 & up -&Strgrs _Tmbrs No.l& No. 1 No. 2 No. 3 Stud- Const. .Std. 5'x5" 511x5" . Better _ & up & up No. I No. I Sgl. Mem. Bend.(Fb) 1200 1000 900 525 700 1000 575 1350 1200 Par, Ten.I IN) 800 675 575 325 450 ' 650 375 675 825 Horiz,Shear-(Fv) - .- 180 180 180 180 180 180. 180 170 170 Per. Comp. 1Fc(per)) 625 625 625 625 625 625 625 625 625 Par. Comp. (Fc) 1550 1500 1350 775 850 1650 .1400 925 1000 Mod. of Etas. (E) I.8E6 1.7E6 1.6E6 1.4136 1.4136 1.5E6 1.4E6 1.6E6 1,6E6 Note: Apply appropriate Cu, CM, C,, CF, Cm, CL, C,, CP, Cb, C;, C,, CT factor to allowable stresses (see NDS Standard Chapter 4.3 and NDS Supplement Chapter 4 Tables 4A, 4B, 4C and 4D.) GLU-LAMS Douglas -Fir Larch NDS Table 5A (Values in psi) Tension Compression Per.Comp Fb. _' _ Fb Fc per 24F -V4 DF/DF 2400 1850 650 24F -V8 DF/DF 2400 2400 650 Horiz. Shear Mod. of Elas. Fv _ E 265 1.8E6 265 I.SE6 STRUCTURAL ENGINEERING CONSULTANTS Client LtrxtA - Project r� j Sx�r`� Job No. Engineer -- Sheet 3 of MASONRY: Concrete masonry u i{s ASTM C901 grade N, type 1 weight F'm= i Grout F'c= psi Mortar Type S ROOF LIVE LOADS: Snow Importance Factor 1,CD Case I—�)5 psf Uni. Flat or Sloped Snow Load w/ 15% Stress Increase for Wood Case lI Sb psf Ground Snow Load for Drifting per Chapter 7 of ASCE 7-10. Case III Z4 psf Live Load w/25% Stress Increase for Wood. FLOOR LIVE LOADS Residential Floor = 40 psf Uni., Decks = Balconies = 60 psf Uni., Office Floor = 50 psf Uni., Strs, Walkways, Lobbies, etc = 100 psf Uni., Partition Loads = 15 psf Uni., Misc. = psf Uni., Misc. __ psf Uni., SOIL BEARING: ��Jl) U Allowable Soil Bearing Fb = psf Report By 0 lbs Cone. U lbs Uonc. 2000 lbs Cone. 300 lbs Cone. 0 lbs Cone. (PL = 0 if LL > 80) lbs Cone. lbs Cone. Frost Depth = in. USGS Design Maps Summary Report User -Specified Input Report Title Freddy's Rexburg Wed September 7, 2016 17:04:57 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 43.8270N, 111.7780W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III j K.RbglRI il:m i 0VI 1 y •P�tlwrg �MM1(uFS ni:i(f HFYSi ER ttnF(Il f -Y OIF r; SLIMS ki ;F}7 7 11SGS-Provided Output `f m Mr! OVA OVA All ;l Ss = 0.447 g Sns = 0.645 g Sos = 0.430 g S1 = 0.157 g SMF = 0.341 g Sol = 0.228 g =or information on how the SS and 51 values above have been calculated from probabilistic (risk -targeted) and leterministic ground motions in the direction of maximum horizontal response, please return to the application and >elect the "2009 NEHRV building code reference document. 0.70 0.G3 0.56 0.43 M 0.32 N 0.35 0.20 0.21 0.14 0.07 0.00 L NICER Response Spectrum Period. T (sec) 00 Design Response Spectrum 0.50 o as 0.60 0.35 P 0.25 A N 0.20 0.1s 0.10 0.05 000 0.00 0.20 0.60 0.60 0.00 1.00 1.20 1.40 1.60 1.00 2.00 Period, T (sec) 41tna.Igh this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool Is not a substitute for technical subject -matter knowledge. Client �ar--O,Date VV/6 l s Project Freelkg3 IZ�x l t Ie� Job No. )15 /(DS STRUCTURAL ENGINEERING Engineer Sheet of CONSULTANTS ib .1cLl 20,E P� �41)�3 (zo3, P -51� Client 1La O✓- Date l /q// mam /J Project ire-�'KS Yu&ur� Job No. 5(611q( STRUCTURAL ENGINEERING Engineer 5L- Sheet 6 of CONSULTANTS I c C� C -J p l'i - r lit) FOU 61 K '7-5 �J����, ���'w�) SEC, Inc. Project Title: FreVs Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: 5161140 Boise, ID 83705 Project Descr: ph - 208.850.6576 fx - 208.887.7781 Steel Beam Description : CODE_ REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7.10 Load Combination Set: ASCE 7-10 _Material Properties _ _ ....... Analysis Method: Allowable Strength Design Fy : Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 00610.61 52.5621. ♦ D 0.61 5 1 060 S,i - 2B 50 fl t' /I6+50 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load Combination Span Max. " De8 Location in Span Load Combination Max.'+' Defl Location in Span Beam self weight NOT internally calculated and added 1 1.2205 14.087 Load for Span Number 1 Vertical Reactions +D+Lr+H Support notation: Far left is 41 Uniform Load : D = 0.610, S = 1.068 k/ft, Extent = 12.750 ->> 28.50 ft, Tributary Width =1.0 If Support 1 Support 2 Varying Uniform Load : D(S,E) = 0.610-4.610, S(S,E) = 2562->1.068 k/ft, Extent = 0.0 ->> 12.750 It, Trib Width = 1.0 It 8.693 DESIGN SUMMARY 26.185 21.172 +0+0.60W+H Maximum Bending Stress Ratio = 0.759: 1 Maximum Shear Stress Ratio = 0.251 : 1 Section used for this span VV18x50 Section used for this span W18x50 Me : Applied 191.209 k -ft Va : Applied 32.015 k Mn / Omega: Allowable 251.996k -ft Vn/Omega : Allowable 127.80 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 13.436ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection S Only 23.323 16.639 Max Downward Transient Deflection 0.828 in Ratio= 412>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 1.220 in Ratio = 280 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections Load Combination Span Max. " De8 Location in Span Load Combination Max.'+' Defl Location in Span +D+S+H 1 1.2205 14.087 0.0000 0.000 Vertical Reactions +D+Lr+H Support notation: Far left is 41 Values in KIPS Load Combination Support 1 Support 2 25.332 +lX,750Lr+0.750L+H Overall MINimum 5.216 5.216 +D+H 8.693 8.693 +D+L+H 8.693 8.693 +D+Lr+H 8.693 8.693 +D+S+H 32.015 25.332 +lX,750Lr+0.750L+H 8.693 8.693 +D+0.7501_+0.750S+H 26.185 21.172 +0+0.60W+H 8.693 8.693 +0+0.70E+H 8.693 8.693 +0+0.750Lr+0.750L+0.450W+H 8.693 8.693 +D+0.750L+0.750S+0.450W+H 26.185 21.172 +0+0.7501 -47508+0.5250E+1 ­I 26.185 21.172 +0.60D+0.60W+0.60H 5.216 5.216 +0.60D+0.70E+0.60H 5.216 5.216 D Only 8.693 8.693 Lr Only L Only S Only 23.323 16.639 el Beam Description SEC, Inc. 410 S. Orchard St. Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7781 span) Vertical Reactions Load Combination Support 1 Support 2 E Only H Only Project Title: Engineer: Project Descr. Support notation: Far left is #1 Freddy's Rexburg Steve Cornwell, P.E. Values in KIPS Project ID: S161140 Punted 7SEP 2016. 1 45P Filosks W 140freddys.K 6 3 11W.66.16.6.7, Vec6.16.6.7 SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P E, Project ID: S161140 Boise, ID 83705 Protect Descr: ph - 208.850.6576 fx - 208.887.7781 Steel Beam 1.11 Description : Grid 2.5 Steel Beam (19.5'span) CODE REFERENCES Calculations per AISC 360.10, IBC 2012, ASCE 7.10 Load Combination Set: ASCE 7-10 Pulled ?SEP 2016 146F11 Fileslsl61140freddys.ec6 Iuild:6.16.6.7, Ver.6.16.6.7 Material Properties Analysis Method : Allowable Strength Design Fy : Steel Yield : 50.0 ksj Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending 0.610.61 ♦ 0061 1.068 1918"60 led Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Supportl Support 2 Overall AXimum Load for Span Number i 0.210 in Ratio= 1,112>=360 Uniform Load : D = 0.610, S =1.068 k/fl, Extent =12.750 -» 19.50 ft, Tributary Width =1.0 it Ratio = Varyinq Uniform Load : D(S,E) = 0.610-4,610, S(S,E) = 2.562->1.068 loft, Extent = 0.0 -» 12.750 ft, Trib Width =1.0 It Max Downward Total Deflection DESIGN SUMMARY Ratio= 790 >=180 MW rinrizsi,� Maximum Bending Stress Ratio = 0.397: 1 Maximum Shear Stress Ratio = - 0.186 : 1 Section used for this span W 18x50 Section used for this span W18x50 Ma : Applied 100.051 k -ft Va : Applied 23.809 k Mn / Omega : Allowable 251.996 k -ft Vn/Omega : Allowable 127.80 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 9.026ft Location of maximum on span 0.000 h Span # where maximum occurs Span # 1 Span # where maximum occurs Span if 1 Maximum Deflection Supportl Support 2 Overall AXimum Max Downward Transient Deflection 0.210 in Ratio= 1,112>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.296 in Ratio= 790 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 _Overall Maximum Deflections +D+0.750Lrv0.750L+H 5.948 5.948 _ Load Combination Span Max.' -'Deft Location In Span Load Combination Max. "+^ Dell Location in Span Vertical Reactions Support notation : Far left is #1 Values In KIPS Load Combination Supportl Support 2 Overall AXimum 23.809 18.436 Overall MINimum 3.569 3.569 +Data 5.948 5.948 +o+L+H 5.948 5.948 +D+Lr+H 5.946 5.946 +D+S+H 23.809 18.436 +D+0.750Lrv0.750L+H 5.948 5.948 +0+0.750L-0.75OS+41 19.344 15.314 +0+0.60W+H 5.948 5.948 +0+0.70E+H 5.948 5.948 +D+0.750Lr+0.750L+0.450W+H 5.948 5.948 +D+0.7501.+0.7505+0.450W+H 19.344 15.314 +D+0.750L+0.7505+0.5250E+4 19.344 15.314 a0.600+0.60W+0.60H 3.569 3.569 +0.60+0.70114601-1 3.569 3.569 D Only 5.948 5.948 Lr Only L Only S Only 17.861 12,489 SEC, Inc. 410 S. Orchard St. Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7781 Project Title: Freddy's Rexburg Engineer: Steve Cornwell, P.E. Project ID: 5161140 Project Deem in Description : una z.o Steei Beam (mb-span) Vertical Reactions Support notation :Far lett is#1 Values in KIPS Load Combination Support i Support 2 _— E Only H Only SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: 5161140 Boise, ID 83705 Project Descr: ph - 208.850.6576 fx - 208.887.7781 Steel Column Description: Grid 2.5 Interior Column Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information INC. Steel Section Name : HSS5x5x3/8 Overall Column Height 19.0 it Analysis Method : Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns Fy: Steel Yield 46.0 ksi X -X (width) axis: E: Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling = 19.0 ft, K = 1.0 Y -Y (depth) axis: Unbraced Length for Y -Y Axis buckling = 19.0 it, K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calcutations. Column self weight included : 425.030 lbs ` Dead Load Factor AXIAL LOADS... Axial Load at 19.0 it, Xeoc = 1.0 in, Yecc =1.0 in, D =14.910, S = 29.130 k )ESIGN SUMMARY ending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.9780 : 1 Load Combination +D+S+H 0.0 it Location of max.above base 18.872 it At maximum location values are ... Vn/Omega: Allowable 45.601 it Pa: Axial 44.465 k Pn I Omega: Allowable 62.486 k Ma -z: Applied 3.645 k -ft Mn -x l Omega: Allowable 24.331 k -ft Ma.y:Applied 3.645 k -ft Mn -y l Omega: Allowable 24.331 k -ft PASS Maximum Shear Stress Ratio= 0.004236 Load Combination +D+S+H Location of max.above base 0.0 it At maximum location values are... 0.1932 it Va: Applied 0.1932 k Vn/Omega: Allowable 45.601 it Load Combination Results 0.00 Maximum SERVICE Load Reactions.. 0.336 Top along X -X 0.1932 k Bottom along X -X 0.1932 k Top along Y -Y 0.1932 it Bottom along Y -Y 0.1932 it Maximum SERVICE Load Deflections ... Along Y -Y 0.2354 in at 11.094ft above base for load combination :+D+S+H Along X -X 0.2354 in at 11.094ft above base for load combination :+D+S+H +D+H 0.336 PASS 18.87 ft 0.001 PASS OM OO 0.336 PASS 18.87 it 0.001 PASS 0.00 +D+Lr+H 0.336 PASS 18.87 it 0.001 PASS 0.00 +D+S+H 0.978 PASS 18.87 it 0.004 PASS 0.00 +D+0.750Lr+0.750L+H 0.336 PASS 18.87 it 0.001 PASS 0.00 +0+0.750L+0.750S+H 0.817 PASS 18.87 it 0.004 PASS 0.00 +0+O.60W+H 0.336 PASS 18.87 it 0.001 PASS 0.00 +D+0.70E+H 0.336 PASS 18.87 it 0.001 PASS 0.00 +D+0.750Lr+0.750L+0.450W+H 0.336 PASS 18.87 it 0.001 PASS 0.00 +D+0.750L+0.7505+0.450W+H 0.817 PASS 18.87 it 0.004 PASS 0.00 +D+0.750L+0.750S+0.5250E+H 0.817 PASS 18.87 It 0.004 PASS 0.00 +0.60D+0.60W+0.60H 0.147 PASS 0.00 it 0.001 PASS 0.00 +0.60D+0.70E+O,60H 0.147 PASS 0.00 it 0.001 PASS 0.00 Maximum Reactions Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+H -0.065 4065 k -0.065 .0.065 k 15.335 k COI Grid 2.5 Interior Column SEC, Inc. 410 S. Orchard St. Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7781 Project Title: Freddy's Rexburg Engineer: Steve Cornwell, P.E. Project Oescr. Project ID: S161140 R,ld Maximum Reactions Note: Only non -zero reactions are listed IL X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D+L+H -0.065 -0.065 k -0.065 -0.065 k 15.335 k +D+Lr+H -0.065 -0.065 k -0.065 -0.065 k 15.335 k +D+S+H -0.193 -0.193 k -0.193 -0.193 k 44.465 k +D+0.750Lr+0.750L+H -0.065 -0.065 it -0.065 -0.065 k 15.335 k +D+0.750L+0.750S+H -0.161 .0.161 it .0.161 -0.161 k 37.183 k +D+0.60W+H -0.065 -0.065 k -0.065 -0.065 k 15.335 k +D+0.70E+H -0.065 -0.065 k -0.065 .0.065 it 15.335 k +D+0.750Lr+0.750L+0.450W+H .0.065 0.065 k -0.065 -0.065 k 15.335 k +0+0.750L+0,750S+0.450W+H -0.161 -0.161 k -0.161 -0.161 k 37.183 k +D+0.750L+0.750S+0.5250E+H -0.161 -0.161 k -0.161 -0.161 k 37.183 it +0.60D+0.60W+0.60H -0.039 -0.039 k -0.039 -0.039 k 9.201 it 4600+0.70E+0.6011 -0.039 0.039 k -0.039 -0.039 k 9.201 k D Only -0.065 .0.065 k -0.065 -0.065 k 15.335 k Lr Only k k k L Only k k k S Only -0.128 -0.128 k -0.128 -0.128 k 29,130 k W Only k k k E Only k k k H Only it k k Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +O+H 0.0797 In 11.094 8 0.080 in 11.094 it +O+L+11 0.0797 in 11.094 It 0.080 In 11.094 ft +D+Lr+H 0.0797 in 11.094 It 0.080 in 11.094 8 +D+S+H 0.2354 in 11.094 it 0.235 in 11.094 It +D+0.750Lr+0.750L+H 0.0797 in 11.094 8 0.080 in 11.094 It +D+0.750L+0.750S+H 0.1965 in 11.094 It 0.196 In 11.094 It +0+0.60W+H 0.0797 in 11.094 it 0.080 in 11.094 It +0+0.70E+H 0.0797 in 11.094 it 0.080 In 11.094 it -0+0.750Lr+0.750L+0.450W+H 0.0797 in 11.094 It 0.080 In 11.094 it +D+0.750L+0.750S+0.450W+H 0.1965 in 11,094 It 0.196 in 11.094 It +0+0.750L+0.750S+0.5250E+H 0.1965 in 11.094 It 0.196 in 11.094 It +0.600+0.60W+0.60H 0.0478 in 11.094 It 0.048 in 11.094 It +O.60D+0.70E+0.60H 0.0478 in 11.094 It 0.048 in 11.094 It D Only 0.0797 in 11.094 It 0.080 In 11.094 8 Lr Only 0.0000 in 0.000 It 0.000 in 0.000 It L Only 0.0000 in 0.000 It 0.000 in 0.000 It S Only 0.1557 in 11.094 If 0.156 in 11.094 It W Only 0,0000 in 0.000 ft 0.000 In 0.000 It E Only 0.0000 in 0.000 it 0.000 In 0.000 8 H Only 0.0000 In 0.000 It 0.000 in 0.000 It Steel Column Description : SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: 5161140 Boise, ID 83705 Project Descr: ph - 208.850.6576 )3 1x - 208.887.7781 steve(lasecidaho.com Pdnled 7EEP 2016152P61 File = ENERCALC Data FilesM61140freddys.ec6 INC. 1983-2016. Build 6.16.6.7. Vs, 6.166 7 Steel Section Properties : HSS5x5x318 Depth = 5.000 in xx = 21.7D in -4 J = 36.100 in"4 S to: = 8.68 in"3 Width = 5.000 In R xx = 1.870 in Wall Thick = 0.375 In 2x = 10.600 in"3 Area = 6.180 in A2 I yy = 21.700 in"4 C = 14.900 in"3 Weight = 22.370 pit 8 y = 8.680 in"3 R yy = 1.870 in Ycg 0.000 In y Loads are total entered value. Arrows do not re0ecl absolute dlreclion. SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Protect ID: 5761140 Boise, ID 83705 Project Descr: I �I ph - 208.850.6576 fx - 208.887.7781 stevecilsecidaho.com Noled 7SEP7016 2118..1 Steel Column File=S:IEnercalc Data FilesUeves ENERCALC Data FleMENERCALC Dale F INW61140fremys.ec6 ENERCALC, INC. 19632016, Buikl:6.16.6.7, Vee6.16.6.7 Description : Grid 2.5 South Wall Column Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 Steel Section Name : HSS5x5x3/8 Overall Column Height 19.0 It Analysis Method: Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Stress Ratio Brace condition for deflection (buckling) along columns Fy : Steel Yield 46.0 ksi X -X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X -X Axis buckling= 19.0IL K =1.0 PASS 0.00 ft Y -Y Ideplh) axis : Bending & Shear Check Results PASS Un race Length for Y -Y Axis buckling = 19.0 4, K =1.0 Applied Loads Maximum Axial +Bending Stress Ratios Service loads entered. Load Factors will be applied for calculations. _ Column self weight included : 425.030 lbs' Dead Load Factor Stress Ratio Status AXIAL LOADS ... Stress Ratio Status Location Axial Load at 19.0 It, Xecc = 2.0 in, Yecc = 1.0 in, D = 5.950, S = 17.860 k PASS 18.87 It DESIGN SUMMARY PASS 0.00 ft +0+L+H Bending & Shear Check Results PASS 18.87 It 0.001 PASS Max. Axial+Bending Stress Ratio = 0.6038 : 1 Maximum SERVICE Load Reactions.. 0.112 Load Combination +D+S+H Top along X -X 0.2089 k Location of max.above base 18.872 it Bottom along X -X 0.2089 k At maximum location values are ... 0.005 Top along Y -Y 0.1044 k Pa: Axial 24.235 k Bottom along Y -Y 0.1044 k Pn I Omega : Allowable 62.486 k 0.00 it +D+0.750L+0.750S+H Ma -x: Applied 1.971 k -ft Maximum SERVICE Load Deflections ... 0.004 Mn -x/ Omega: Allowable 24.331 k -fl Along Y -Y 0.12731n at 11.094ft abovebase PASS 18.87 ft for load combination :+D+S+H PASS Ma -y: Applied 3.942 k -fl 0.112 PASS Mn -yl Omega: Allowable 24.331 k -ft Along X -X 0.2545 in at 11.094ft above base +0+0.750Lr+0.750L+0.450W+H 0.112 for load combination :+D+S+H 18.87 It PASS Maximum Shear Stress Ratio = 0.004580 : 1 0.00 it +0+0.750L+0.750S+0.450W+H Load Combination +D+S+H 18.87 it 0.004 Location of max.above base 0.0 It +D+0.750L+0.750S+0.5250E+H 0.492 At maximum location values are ... 18.87 it 0.004 PASS Va: Applied 0.2089 k 0.067 PASS Vn l Omega: Allowable 45.601 k PASS 0.00 it Load Combination Results 0.067 PASS 18.87 ft Maximum Axial +Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D+H 0.112 PASS 18.87 It 0.001 PASS 0.00 ft +0+L+H 0.112 PASS 18.87 It 0.001 PASS 0.00 fit +O+Lr+H 0.112 PASS 18.87 h 0.001 PASS 0.00 it +D+S+H 0.604 PASS 18.87 It 0.005 PASS 0.00 it +D+0.750Lr,0.750L+H 0.112 PASS 18.87 it 0.001 PASS 0.00 it +D+0.750L+0.750S+H 0.492 PASS 18.87 ft 0.004 PASS 0.00 it +D+0.60W+H 0.112 PASS 18.87 ft 0.001 PASS 0.00 it +D+0.70E+H 0.112 PASS 18.87 ft 0.001 PASS 0.00 ft +0+0.750Lr+0.750L+0.450W+H 0.112 PASS 18.87 It 0.001 PASS 0.00 it +0+0.750L+0.750S+0.450W+H 0.492 PASS 18.87 it 0.004 PASS 0.00 it +D+0.750L+0.750S+0.5250E+H 0.492 PASS 18.87 it 0.004 PASS 0.00 it +0.60D+0.60W+0.60H 0.067 PASS 18.87 it 0.001 PASS 0.00 it +0.60D+0.70E+O.60H 0.067 PASS 18.87 ft 0.001 PASS 0.00 it Maximum Reactions Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @Base @Top @Base @Top @Base +D+H -0.052 -0.052 k -0.026 -0.026 k 6.375 k SEC, Inc. 410 S. Orchard St. Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7781 Project Title: Freddy's Rexburg Engineer: Steve Cornwell, P.E. Project Descr: I I Project ID: S161140 Maximum Reactions Note: Only non -zero reactions are listed +D+L+H X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base +D lt+H -0.052 -0.052 k -0.026 -0.026 k - 6.375 k +D+Lr+H .0.052 -0.052 k 4026 -0.026 k 6.375 k +D+S+H -0.209 -0.209 k -0.104 -0.104 k 24.235 k +0+0.750Lr+0.750L+H .0.052 -0.052 k -0.026 -0.026 k 6.375 k +0+0.750L+0.7505+H .0.170 -0.170 k -0085 -0.085 k 19.770 k +D+0.60W+H -0.052 -0.052 k -0.026 -0.026 k 6.375 k +0+0.70E+H -0.052 -0.052 k -0.026 -0.026 k 6.375 k +0+0.750Lr+0.750L+0.450W+H -0.052 -0.052 k 4026 -0.026 k 6.375 k +0+0.750L+0.750S+0.450W+H -0.170 -0.170 k .0.085 -0.085 k 19.770 k +D+0.750L+0.750S+0.5250E+H -0.170 -0.170 k -0.085 .0.085 k 19.770 k +0.60D+0.60W+0.60H -0.031 -0.031 k -0.016 -0.016 k 3.825 k +0.60D+0.70E+0.60H -0.031 -0.031 k -0.016 -0.016 k 3.825 k D Only -0.052 -0.052 k -0.026 -0.026 k 6.375 k Lr Only D.0382 k 11.094 k k L Only 11.094 ft k 0.0636 k k S Only -0.157 -0.157 k -0.078 -0.078 k 17.860 k W Only 0.000 k 0.000 k k E Only 0.0000 k 0.000 k k H Only 0.000 ft k 0.1909 k k Maximum Deflections for Load Combinations in 11.094 ft W Only 0.0000 Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance In +D+L+H 0.0636 In 11.094 It 0.032 in 11.094 it +D+Lr+H 0.0636 in 11.094 ft 0,032 in 11.094 it +D+S+H 0.2545 in 11.094 it 0.127 in 11.094 It +D+0.750Lr+0.750L+H 0.0636 in 11.094 ft 0.032 In 11.094 It +D+0.750L+0.750S+H 0.2068 in 11.094 ft 0.103 In 11.094 it +D+0.60W+H 0.0636 in 11.094 It 0.032 in 11,094 it +0+0.70E+H 0.0636 in 11.094 ft 0.032 in 11.094 ft +D+0.750Lr+0.750L+0.450W+H 0.0636 in 11.094 It 0.032 in 11.094 it +0+0.750L+0.750S+0.450W+H 0.2068 in 11.094 It 0.103 in 11.094 it +0+0.7501.+0.750S+0.5250E+H 0.2068 In 11.094 it 0.103 in 11.094 1t +0.60D+0.60W+0.60H 0.0382 in 11.094 ft D.019 in 11.094 it +0.60D+0.70E+0.60H D.0382 in 11.094 ft 0.019 in 11.094 ft D Only 0.0636 in 11.094 it 0.032 in 11.094 It Lr Only 0.0000 in 0.000 it 0.000 in 0.000 it LOnly 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.1909 in 11.094 it 0.095 in 11.094 ft W Only 0.0000 in 0.000 ft 0.000 In 0.000 It E Only 0.0000 in 0.000 it 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft SEC, Inc. 410 S. Orchard St. Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887,7781 Steel Column Description : Grid 2.5 South Wall Column Project Title: Freddy's Rexburg Engineer: Steve Cornwell, P.E. Project ID: S1611401 Protect Descr: Il Prrod Steel Section Properties : HSS5x5x318 Depth = 5.000 in In 21.70 in -4 J = 36.100 ins4 SU = 8.68 103 Width = 5.000 in Ru - 1.870 In Wall Thick = 0.375 in Zx = 10.600103 Area = 6.180 in^2 I yy = 21.700 in -4 C 14.900 in^3 Weight 22.370 plf S yy = 8.680 103 R yy = 1.870 in Ycg 0.000 in d1 x x m I_ Loads are total entered valve. Artmas do not reflect absolute direction. Client Lcs o1 Date VIM BOB Project J cid .G S i2 duj Job No. 516 fIHI STRUCTURAL ENGINEERING Engineer 5LC Sheet of CONSULTANTS Zo - -Z {'. to ZL, 2- j�, �f �UL� ���jG' I�/d� {' l'�Jl2L��'z"..✓r � 5-4U `J 14 r tj SEC, Inc. 410 S. Orchard St. Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7781 Steel Beam Description: Grid 3 .25'-2' Header Project Title: Freddyy's Rexburgp Engineer: Steve Cornwell, P.E. Protect Descr: File = S:IEnercetc Data CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7.10 Material Properties Analysis Method; Allowable Strength Design Fy : Steel Yield Beam Bracing : Completely Unbraced E: Modulus Bending Axis: Major Axis Bending Applied Loads Beam self weight NOT internally calculated and added 0.453 in Ratio= Uniform Load : D = 0.370, S = 0.880 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY 0.000 in Raflo = Maximum Bending Stress Ratio = 0.502: 1 Section used for this span HSS20x4x318 Me : Applied 102.961 k -ft Mn / Omega: Allowable 204.980 k -ft Load Combination +D+S+H Location of maximum on span 12.835ft Span If where maximum occurs Span fl 1 Maximum Deflection Span = 25670 R HSS20x4xVa Protect ID: 5161140 7 SEP 7016 2364.1 46.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span N where maximum occurs Max Downward Transient Deflection 0.453 in Ratio= 679>=360 Max Upward Transient Deflection 0.000 in Raflo = 0 <360 Max Downward Total Deflection 0.644 in Ratio= 478 >=240. Max Upward Total Deflection 0.000 in RalJo = 0 <240.0 Overall Maximum Deflections ]esinn O 0.073 : 1 HSS20x4x3/8 16.044 k 218.638 k +D+S+H 0.000 ft Span fl 1 Load Combination Span Max. "Dell Location in Span Load Combination Max, W Dell Location in Span +D+S+H 1 0.6439 12.908 0.0000 0.000 Vertical Reactions Support notation: Far leg is 41 Values in KIPS Load Combination Suppodl Support2 Overall MAXimum 16.044 16.044 Overall M)Nimum 2.849 2.849 +0+H 4.749 4.749 +0+L+H 4.749 4.749 +D+Lr+H 4.749 4.749 +O+S+H 16.044 16.044 +0+0.750Lr+0.750L+4 4.749 4.749 +0+0.7501-4750S+H 13.220 13.220 +D+0.60W+H 4.749 4.749 +0+0.70E+H 4.749 4.749 +D+0.750Lr+0.750L+0.450W+H 4,749 4.749 +D+0.750L+0.7505+0.450W+H 13.220 13.220 +0+0.750L+0.750S+0.5250E+H 13.220 13.220 +0.60D+0.60W+O.60H 2.849 2.849 +0.60D+0.70E+0.60H 2.849 2.649 D Only 4.749 4.749 Lr Only L Only S Only 11.295 11.295 W Only E Only SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: 5161140 I Boise, ID 83705 Project Descr. ph - 208.850.6576 & - 208.887.7781 dpvpG3ipridahn cnm N1100 ] SEP 2015. 235PLI Steel Beam Description : Grid 3 - 25'.2' Header Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination support 1 Support 2 MCompany S.E.C.,Inc. Sept 7, 2016 �t r� gF Designer SLC 2:43 PM G•� R t UPejA* Job Number 5751108 Checked By: SLC T e c x e u L u u i e s Model Name Grid 3 25-2" Header with Wind Loads (Global) Model Seffings Diu Sections for Member Calcs 5 Max Internal Sections for Member Calcs 197 Include Shear Deformation? I Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? I Yes Area Load Mesh(102)144 ACI 318-11 Merge Tolerance in .12 P -Delta Analysis Tolerance 10.50% Include P -Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration fUsecA2 32.2 Wall Mesh Size in 12 Ei ensolution Convergence Tol. 1.E- 4 Vertical Axis Y Global Member Orientation Plane Xz Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th 360-10 : ASD Adjust Stiffness? Yes Iterative RISAConnection Code AISC 14th 360-10 : ASD Cold Formed Steel Code AISI S100-10: ASD Wood Code AWC NDS -12: ASD Wood Temperature < 100F Concrete Code ACI 318-11 Masonry Code ACI 530-11: ASD Aluminum Code AA ADM1-10: ASD - Building Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method Exact Integration Parme Beta Factor PCA .65 Concrete Stress Block Rectan ular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? I Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 18 RISA -3D Version 14.0.0 (P:\ ... \2016\S161141 Freddy's Rexburg\RISA 3D\S161141 Grid 3 Header .r3dj Page 1 M Company S.E.C.,Inc. Sepl7, 2016 Seismic Base Elevation ft 4Designer Job Number SLC 2:43 PM S151106 Checked By: SLC Yes *. m .02 T E C e N 4 L Y c I E s Model Name Grid 3 25'-2" Header with Wind Loads _ T X sec Not Entered (Global) Model Settings. Continued 'Seismic CodeASCE 7-10 Seismic Base Elevation ft Not Entered Add Base Weight? Yes Ct X .02 Ct Z .02 _ T X sec Not Entered T Z sec Not Entered RX 3 R 3 Ct Exp. X .75 Ct Exp. Z .75 SD1 1 SDS 1 S1 1 TL sec 5 Risk Cat I or II mZ 1 mX 1' Rho Z 1 Rho X 1 4 Hot Rolled Steel Properties Label E fksil G rksil Nu Therm (\1 E ... Densilvfk/ft... Yieldfksil Rv Furksil Rt 1 A36 Gr.36 29000 11154 .3 .65 1 .49 1 36 1.5 1 58 1.2 2 A572 Gr.50 29000 1115 .3 .65 .49 50 1.1 85 1.1 3 A992 29000 11154 .3 .65 .49 501.1 65 1.1 4 A500 Gr.42 29000 11154 .3 .65 .49 4 8 .3 5 A500 Gr.46 29000 11154 .3 .65 .49 1 46 1.4 1 58 1.3 Hot Rolled Steel Section Sets Label T e Desi i M lerial les!,n ul... A in2 in4 1 Header HSS20x4x6 Beam Tube JA Gr.4s Typical 16 47.6 1 657 1 156 Joint Coordinates and Temperatures Joint Boundary Conditions I Member Primary Data - - Label I Joint ._ J Joint K Joint_ Rotate(de�ic S c i Sh Desi i terlal Des' Rul 1 M1 N1 JN2_ _ Header Beam Tube ASoo Gr.46 Ty ical RISA -31D Version 14.0.0 [PA ... \2016\S161141 Freddy's Rexburg\RISA 3D\S161141 Grid 3 Header .rad] Page 2 r. rCompany N1 max S.E.C.,Inc. Sept 7, 2016 ZZ - P Ir r rf> f Designer SLC 2:43 PM .111 ' Job Number S151108 Checked B SLC T e c H x o. o c i e s Model Name : Grid 3 25'-2" Header with Wind Loads 2 Member Advanced Data Li Label I Release J Release I Offset in J Offsettinj UC—Only- _ Ph sical TOM Inactive ismic D ., —1 M1 Yes None Hot Rolled Steel Design Parameters Lb t com L- r b u ction 1 M1 Header 25.167 Lb Lateral Joint Loads and Enforced Displacements Joint Label L D M Direction M ude k k -ft in rad kms( s^2/ft .. No Data to Print ... Member Point Loads Member Label Direction Ma ni ude k k -f L calio No Data to Print ... Member Distributed Loads (BLC 1 : Dead) Member Label Direction Start Ma nitude k/ft F End Menitude kk fLFI S L i n ft % End L t'on ft 1 M 1 Y -.37 -.37 0 0 Member Distributed Loads (BLC 2: Snow) Member Label Direction Start Ma nit d k/ft End M nitude k/ft Start Location ft EE ocation ftft / 1 M1 Y 88 88 �r D L 0 Member Distributed Loads (BLC 3: Wind) N1 max 0 .1 Member Label Direction Start Ma nitude k/ft End Ma nitude k/N art Location f °' St L of o f °' 1 M1 Z 111 .111 01 0 Basic Load Cases BLC Descriotion ale o X Gra i YGravitv ZGravitv Joint _ PomL —DLs r'butedAreafMe... Surface(... Load Combinations Description Sm_ P - S... BLC Fac.. BLC Far... BLC Fac.. BLC Far... BLC Far._. RLC Far... RI C Far.._ RLC Far... RI C Fac RI C Fac Envelope Joint Reactions .. alar•��Ia�rs�Ia�s.��e�laa�r��►�haa�r.�.,rl(afs�r.>• 1 N1 max 0 .1 .414 16.341 1 0 1 NC NC 0 1 1 2 min 0 1 5 2 -.838 1 2 1 N 0 1 3 N2 max 0 1 16.414 1 0 1 NC NC 0 1 1 4 min 0 1 5.341 2 8 8 2 NC NC 0 1 01 1 RISA -31D Version 14.0.0 [PA ... \2016\S161141 Freddy's Rexburg\RISA 3D\S161141 Grid 3 Header .r3d] Page 3 r N1 max 0 1 10 Company S.E C Inc. Sept 7, 2016 '1�( SLC 2:43 23 �R�j ,r, or, R Designer Job Number PM S151108 Checked By: SLC 0 jq � 1 2 T E c H N U l o c I E 5 Model Name Grid 3 25-2" Header with Wind Loads 1 0 1 Envelope Joint Reactions (Continued) Envelope Joint Displacements .Wnf X rinl I r. V finl 1 C 7 finl 1 C x Rntatinn I(. V Rntnfinn I C 7 Rnfafinn r I C 1 1 N1 max 0 1 10 max 2 0 2 0 1 0 1-2.663e-3 1 2 2 min 0 0 1 0 1 0 1-5.768,-3 5.341 2 1-8.185g-3 1 3 1 N2 maxI 0 1 1 1 0 1 2 1 0 2 0 1 5.768e-3 2 8.185,-3 1 4 i 0 1 0 1 0 1 0 1 0 1 1 1 2.663,-3 2 Envelope Member Section Forces Momhor Roc Gvialfkl 1 C v Rhaarfkl I r` i Rhearfkl 1 C Tnrnuafk-m I C v -v Mnmen I r` 7-7 Mnmen I C 1 M1 1 max 0 1 16.414 10 1 0 1 0 1 0 1 2 min 0 1 5.341 2 -.838 2 0 1 0 1 0 1 3 2 max 0 1 8.207 1 0 1 0 1 0 1 -25.203 2 4 min 0 1 2.67 2 -.419 2 0 1 -3.955 2-77.457 1 5 3 max 0 1 0 1 0 1 0 1 0 1 1 -33.604 2 6 min 0 1 0 1 0 1 0 1 -5.273 2 -1 .276 1 7 4 max 0 1 -2.67 2 .419 2 0 1 0 1 -25.203 2 8 min 0 1 -8.207 1 0 1 0 1 -3 955 -7 57 -- 9 5 max 0 1 -5.341 2 .8_38 2 0 1 0 1 0 1 10 min 0 1 -16.414 1 0 1 0 0 1 0 1 Envelope AISC 14th(360-10): ASD Steel Code Checks e ber SheocfDir LC Pnco k m.Mn /om.. =jo ...0 Eqn 0. 0 1 78 .4444407191 M1 HSS20x4x6 11.1254 75 42.935 204.98 1••• H1 -1b RISA -31D Version 14.0.0 (PA ... \2016\S161141 Freddy's Rexburg\RISA 3D\S161141 Grid 3 Header .rad) Page 4 Beam: M1 Shape: HSS20x4x6 Material: A500 Gr.46 Length: 25.167 ft I Joint: Ni J Joint: N2 Envelope Code Check: 0.511 (LC 3) Report Based On 97 Sections U T fa Dy - in -.772 at 12.584 ft .544 at 12.584 ft Dz in 16.414 at 0 ft .838 at 25.167 ft k Vy k Vzk -.838 at 0 ft -16.414 at 25.167 ft Mz k - ft k -ft -103.276 at 12.584 ft My k -ft -5.273 at 12.584 ft 18.863 at 12.584 ft 2.659 at 12.584 ft ksi f(y) ksi f(z) ksi -2.659 at 12.584 ft -18.863 at 12.584 ft AISC 14th(360-10): ASD Code Check Direct Analysis Method z -z Fy Max Bending Check 0.511 (LC 3) Max Shear Check 0.075 (y) (LC 1) Location 12.584 ft Location 0 ft Equation H1 -1b Max Defl Ratio L/391 Bending Flange Compact Compression Flange Non -Slender Qs=1 Bending Web Non -Compact Compression Web Slender Qa=.596 2�1 Y -Y z -z Fy 46 ksi Lb 25.167 ft 25.167 ft Pnc/om 78.444 k KUr 169.464 46.376 PnUom 440.719 k Mny/om 42.935 k -ft L Comp Flange 25.167 ft Mnz/om 204.98 k -ft Warp Length 2.097 ft Vny/om 103.109 k L -torque 25.167 ft Vnz/om 25.423 k Taub 1 Tn/om 68.744 k -ft Cb 1.136 2�1 SEC, Inc. Project Title: Freddyy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Comwell, P.E. Project ID: 5161140 Boise, ID 83705 Project Descr: ph - 208.850.6576 Zj fx - 208.887.7781 stevecitsecidaho.com Primed 7SEP 201641401 Steel Beam Description : Grid 3 Sill at 25'-2' Opening CODE REFERENCES Calculations per AISC 360-101 IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Analysis Method: Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending Data FileslStevm ENERCALC Fy : Steel Yield E: Modulus: RleAs%114RB ddys.ec6 tuild'6.16.6.7, Ver.6.16.6.7. 46.0 ksi 29,000.0 ksi Y 51e� = 25417 ft HS55R5a112 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam sell weight NOT internally calculated and added Uniform Load : W= 0.1040 k/fl, TributaryWidth =1.0 ft DESIGN SUMMARY Span, Max. =' Defl Location In Span Load Combination Maximum Bending Stress Ratio = 0.168: 1 Maximum Shear Stress Ratio = 0.014 :1 Section used for this span HSS5x5x1/2 Section used for this span HSS5x5x1/2 Ma : Applied 5.039 k -ft Va : Applied 0.7930 k Mn 7 Omega: Allowable 30.070 k -ft Vn/Omega : Allowable 55.409 k Load Combination +D+O.60W+H Load Combination +D40.60W+H Location of maximum on span 12.709ft Location of maximum on span 0.000 It Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection +p+L+H Max Downward Transient Deflection 1.298 in Ratio= 234>=220. Max Upward Transient Deflection 0.000 in Ratio= 0 <220.0 Max Downward Total Deflection 0.781 in Ratio= 391 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections +0+0.75oL+0.7508+H Load Combination Span, Max. =' Defl Location In Span Load Combination Max. °+' Dell Location in Span W Only 1 1.3011 12.781 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.322 1.322 Overall MlNimum 0.595 0.595 +O+H +p+L+H +D+Lr+H +D+S+H +D+0.750Lr40.7501_+H +0+0.75oL+0.7508+H +0+O.60W+H 0.793 0.793 +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.595 0,595 +040.750L-4750S40.450W+H 0.595 0.595 +040,750L-0.75OS-0.5250E+H +0.60D+0.60W+0.60H 0.793 0.793 40.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only 1.322 1.322 E Only SEC, Inc. 410 S. Orchard St, Suite 116 Boise, ID 83705 ph - 208.850.6576 (x - 208.887.7781 Steel Beam Description : Grid 3 Sill at 25'-2" Opening Vertical Reactions _ _ load Com6inalion ___ Support 1 Support 2 Project Title; Freddy's Rexburg Engineer: Steve Cornwell, P.E. Project Descr: Support notation: Far felt is #1 Project ID: S161140^^ "lam Panted 7 SEP 2016. 4 14R s1ENERCALC Data FEMMUMiln1s161140heddysac6 INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Values in KIPS STRUCTURAL ENGINEERING CONSULTANTS 3 (;O1jL xS l'I5rr- �>d Pr 2Q''�;L Client tr.:Date � p�5 l�vl� 1 Project 1"rPax((,, �t`�5 f\ � Job No.5 Engineer 5L-cSheet 24 of r -Zc� o� (2 ZJ�39� il� t�'`�✓:`� �'J� ala 101 rj �ri Company S.E,C.,Inc, Sept 8, 2016 11" " 3 A - Job Number ner SLC 8:16 AM Checked By: SLC ' 0 s� . i e c x x a c o e i e s Model Name (Global) Model Settings Display Sections for Member Calcs 5 Max internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include War in ? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh W2 144 Merge Tolerance in .12 P -Delta Analysis Tolerance 0.50% Include P -Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration ft/se&2 32.2 Wall Mesh Size in 12 Ei ensolution Convergence Tol. 1.E- 4 Vertical Axis Y Global Member Orientation Plane IXZ Static Solver Sparse Accelerated Dynamic Solver I Accelerated Solver Hot Rolled Steel Code AISC 14th 360-10 : ASD Adjust Stiffness? Yes Iterative RISAConnection Code AISC 14th 360-10 : ASD Cold Formed Steel Code AISI S100-10: ASD Wood Code_____ AWC NDS -12: ASD Wood Temperature < 100E Concrete Code ACI 318-11 Masonry Code ACI 530-11: ASD Aluminum Code AA ADM1-10: ASD - Building Number of Shear Reg ions 4— Re ions acing Increment in Region S 4 Biaxial Column Method Exact Integration Parme Beta Factor PCA .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column Max % Steel for Column 8 RISA -31D Version 14.0.0 [PA ... \... \... \RISA 3D\S161141 Grid 3 Jamb Column.r3d] Page 1 K Company Sept 8, 2016 ■S A. Job Designgi Number SLCC.,Inc. Check d By: SLC L r e c x x o L n e 1 e s Model Name (Global) Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation ft Not Entered Add Base Weight? Yes Ct X CtZ .02 .02 _ T X sec _ T Z sec Not Entered Not Entered RX _ 3 R 3 _ _ Ct Exp. X 1.75 Ct Exp, Z 75 SD1 1 SDS 1 _ S1 1 TL sec 5 Risk Cat I or 11 mZ 1 mX 1 Rho Z 1 Rho X 1 A500 Gr.46 - 29000 Hot Rolled Steel Properties I ahPI F rksil r; fksil Nu Therm Rl F.. Densitvfklft... Yieldfksil Rv Fufksil Rt 1 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .3 .65 .65 .49 .49 50 42 1.1 1.4 65 58 1.1 1.3 4 A500 Gr.42 29000 1 1 4 5_ A500 Gr.46 - 29000 11154 .3 .65 .49 46 1.4 58 1.3_ _ Hot Rolled Steel Section Sets f -- -- abet -- Shape Tyne Desi n' alerial D i 4 Iz7'1 1n4 ', 1 1 Column HSS5x3x6 Column Tube A O Gr.46 Typical 4.78 6.25 14.1 14.9 Joint Coordinates and Temperatures Joint Boundary Conditions Member Primary Data Label Joint J Joint K Joint Rotate de SectionlSha e T e Desi n List Material Desi n Rule 1 M1 -- -I N1 N2 Column Column Tube A5ooGr.4s Typical ' RISA -3D Version 14.0.0 [PA ... \... \... \RISA 3D\S161141 Grid 3 Jamb Column.r3d] Page 2 Company S.E.C.Jnc. Sept8, 2016 r r /rs Designer SLC 8:1AM V s Job Number Checked By: SLC r t c n x o i o a i e s Model Name Member Advanced Data Label I Release J Release I Offset[jnl J Offsetfinl TIC On1v Ph sical TOM Inactive Seismic Dein ... 1 M1 - -- _ __L,_ I I I Yes I I I None Hot Rolled Steel Design Parameters Label Shape --,ltt4h2ft Lb ft u o Lcom bo L- o u Kzz b F n 1 M1 Column Lateral Joint Loads and Enforced Displacements j -- Joint Label L D Direction Ma nitude k k- in rad k's^ ... _ No Data to Print ... Member Point Loads (BLC 1 : Dead) Member Point Loads (BLC 2: Snow) Member Point Loads (BLC 3: Wind) Member Distributed Loads ember La el Direction 2artMagnitudelO.Ela itude k/ft StadLocationrft.%l End Locat o ft No Data to Print ... Basic Load Cases BLC Descriotion Cateaory X Gravity Y Gravity Z Gravity Joint Point Distributed AreafMe... Surfacef... Load Combinations nescriMinn Fn P F RIC Fac RI C Fac RI CFan RIC Fac RI C Far. RI C Fac RIC Far RI r.Fac RI (:Far RI C Far. RISA -31D Version 14.0.0 [PA ... \..A ... \RISA 3D\S161141 Grid 3 Jamb Column.r3d] Page 3 M Company S.E.C.,Inc. Sept 8, 2016 �)l Z,p d Designer : SLC Che IPJob Number Checked By: SLC T E c R N o l a c I E S Model Name Envelope Joint Reactions mint X rkl I r. V fkl 1 C 7 fkl I C Mx fk-fil 1 C MV fk-ftl 1 C M7 fk-m 1 r. 1 N1 lMaxi -.087 1 2 1 15.729 1 1 1 0 1 1 1 0 1 1' NC INCI 0 1 1 2 min -.293 1 4.656 1 2 -.784 2 0 1 NC 0 1 0 3 N2 max .293 1 0 1 0 1 0 1 NC NC 0 1 4 min .087 2 0 1 -.839 2 0 1 NC INC 0 1 5 Totals: max 0 1 15.729 1 0 1 1 .293 1 .001 2 1 0 -6--F min 0 2 4.656 2 -1.624 2 4.656 2 .087 2 0 1 Envelope Joint Displacements .mint x finl 1 C V finl I C 7 nnl I C x Rnfntinn I C V Rntafion I C 7 Rnfafinn f 1 r. 1 N1 max 0 1 0 2 0 2 1.398e-2 2 0 1-9.231e-4 1 2 2 0 2 1 1 0 1 0 1 1-3.118e-3 1 1 3 N2 max 0 21 -.005 1 2 1 0 2 0 1 0 1 1 2.576e-3 1 4 1 1 min 1 0 1 1 1 -.017 1 1 1 0 1 1 1 -1. e-2 1 2 1 0 1 1 1 7.627e-4 1 2 Envelope Member Section Forces MPmh, Ran 4vialfkl I C v Rhnarrkl I r` Rhaarfkl I C Tnrnucfk-Nl I C v -v Mnman 1 r. zv Mnm.n I C 1 M1 1 max 15.729 1 .293 1 0 1 0 1 0 1 0 1 2 min 4.656 2 .087 2 784 2 0 1 0 1 0 1 3 2 max 15.729 1 .293 1 0 1 0 1 0 1 -.291 2 4 min 4.656 2 .087 2 -.784 2 0 1 -2.Q31 2 -.983 1 5 3 max 15.729 1 .293 1 .001 2 1 0 1 0 1 -.582 2 6 min 4.656 2 .087 2 0 1 0 875 2 -1.966 7 4 max 0 1 .293 1 .839 2 0 1 0 1 .983 1 8 min 0 1 .087 2 0 1 0 1 -2.816 2 .291 2 95 max 0 1 .293 1 .839 2 0 1 0 1 0 1 10 min 0 1 087 2 0 1 1 0 1 Envelope AISC 14th(360-10): ASD Steel Code Checks Mem .. Loc(_(t] LC .. L Dir LC P com k ..Mnzz/om ...Cb Eon 1 M1 HSS5x3x6 .648 9.925, 3 .037 10.065 z 2 36.224 131.665 11.707 16.848 11 ... H1-12 RISA -3D Version 14.0.0 JPA ... \... \... \RISA 3D\S161141 Grid 3 Jamb Column.r3d] Page 4 Column: M1 Shape: HSS5x3x6 Material: A500 Gr.46 Length: 13.42 ft I Joint: N1 J Joint: N2 Envelope Code Check: 0.648 (LC 3) Report Based On 97 Sections 15.729 at 0 ft A k T Dy in 173 at 6.99 ft .293 at 0 ft Vy k .087 at 0 ft .983 at 10.065 ft Mz k -ft k -ft -2.908 at 9.925 ft 3.291 at Oft fa 111111111111R ksi 6.187 at 9.925 ft f(y) ksi -6.187 at 9.925 ft .699 at 6.71 ft Dz in .839 at 10.065 ft Vz k -.784 at 0 ft My Iw k -ft 2.878 at 3.774 ft 8.289 at 3.774 ft f(z)Aw ksi 8.289 at 3.774 ft AISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.648 (LC 3) Max Shear Check 0.037 (z) (LC 2) Location 9.925 ft Location 10.065 ft Equation H1 -1a Max Defl Ratio L/230 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender Y -Y z -z Fy 46 ksi Lb 13.42 ft 13.42 ft Pnc/om 36.224 k KL/r 122.367 122.367 Pnt/om 131.665 k Mny/om 11.707 k -ft L Comp Flange 13.42 ft Mnz/om 16.848 k -ft Warp Length 1.118 ft Vny/om 21.572 k L -torque 13.42 ft Vnzlom 21.572 k Taub 1 Tn/om 11.627 k -ft Cb 1.728 3I 5 dad •g�xxn xry m mry Rdm--aemm p luu O 0 1d88R ��3de: xmnR 2 UUUU y 6 �ry LL gg o i R N',o� xA aammnnx�'d^88 5 dad •g�xxn xry m mry Rdm--aemm oage„nRry - m o.^^^R " F de^ d:ammxmA�mm Wiry �C�^�.$�mR`�mm.::mRmmrvr ��3de: xmnR gg R N',o� xA aammnnx�'d^88 m i °zMH4�y ryry Hui<•n�i n�rvnn-a �•m ^�g�$aFrv=���$ai: ��S��R�•`�o&��$�JB���FAp���6h.n mi3xnm-�� 'A£` r9RxAen xm S” �ainiv'nx RM iad O pmarvry---� xry mb•Xn$oR an �cunrvgqxnnxo �"nmNOS ne�irvrvL'rvrv. g m$eac.a�rry«� ^i�:��,ry Ax°id�a�aS�ehh�em^, ��n��gF�ffiG mw p���'A x�'dd„ 6drvm �SAe Ary rvatlry N�aap. -_m�cAndGnvam.`g 5 m��amaacaR�xm�a�: -MMA-M.,m$mN. x^rvrvrFR�C.�-^•- 2— em��m.nm.. ry 6 R�GSnd Yd�:Rd RA�FNp��'�6�`:7� 5 oWeN�m SFaR^BR��aG6e oG•-5mx����^•9��&rv'A rPC�7RRB8d�m'n°6 o�$�Ao��m�SF�nN����5'Re'^mmRRG Ammdmm rvi3n"�dax� agg '" q $mmmmm SnN_m c'^nark"s�c�a3n�m�::ma'a#nrvrvm_e b p� jg �3�xx$^ma ' ^amaxxmcarve ���R�nx ^Am8a Saxm^hm$�ARr�$m nnry„„d'oR'�aa Cg°�dgns@anxmme In joaAxa�m�cr3�sxaNem�xn--"Ga- � aa��n�c<R�gg�eA3R Asap&R. ^. RRGRB-------I aNm„AxxeaeF�rdry����A�adms�$a$a n- m n e m- -_- -- s r oage„nRry - m R xmnR R N',o� xA aammnnx�'d^88 'A£` r9RxAen xm S” �ainiv'nx RM iad O pmarvry---� xry mb•Xn$oR an �cunrvgqxnnxo �"nmNOS ne�irvrvL'rvrv. mw 5 m��amaacaR�xm�a�: :i ao.-nWm �R�xxnm.,N:Am oo„ �����eR�rvrvrv--�RY�S3$mmneA 99� Jig«„-„rvm�eox Ammdmm Q983��R�R=-m�mr�oo���rrvAa..e- b p� jg �3�xx$^ma ' ^amaxxmcarve ���R�nx ^Am8a joaAxa�m�cr3�sxaNem�xn--"Ga- � aa��n�c<R�gg�eA3R 3` W OODCOL.XLS q U OOD COLUMN CAPACITY - 2012 INTERNATIONAL BUILDING CODE DESCRIPTION: Freddys -Broadway \CTUAL HEIGHT FLR. 1= 9.33 ft. \CTUAL HEIGHT FLR. 2= 0 ft. ACTUAL HEIGHT FLR, 3= 0 ft. SUCKLING FACTOR Ke = 1.0 2 18.47 MOD. OF ELAS. E = 1.60E+06 psi MEMBER DEPTH d = 5.50 in. PARALLEL COMP. Fc = 1300 psi SIZE FACTOR Cf = 1.05 7.14 VISUALLY GRADED COLUMN ALLOWABLE AXIAL STRESS(psi) EIGHT ft. Fce/Fc* 100% Fce/Fc* 115% Fce/Fc* 125% Fce/Fc* 133% Fce/Fc* 160% 2 18.47 1349.73 16.06 1549.45 14.77 1682.19 13.89 1789.85 11.54 2153.21 3 8.21 1329.21 7.14 1521.90 6.57 1649.31 6.17 1754.86 5.13 2111.11 4 4.62 1297.70 4.01 1479.04 3.69 1597.72 3.47 1699.98 2.89 2045.09 5 2.95 1252.23 2.57 1416.42 2.36 1521.82 2.22 1619.22 1.85 1947.93 6 2.05 1189.42 1.78 1329.50 1.64 1416.43 1.54 1507.08 1.28 1813.03 7 1.51 1107.13 1.31 1217.23 1.21 1282.26 1.13 1364.32 0.94 1641.29 8 1.15 1007.54 1.00 1086.66 0.92 1130.92 0.87 1203.30 0.72 1447.57 9 0.91 898.60 0.79 951.73 0.73 980.20 0.69 1042.93 0.57 1254.65 10 0.74 790.65 0.64 825.33 0.59 843.44 0.56 897.42 0.46 1079.60 11 0.61 691.40 0.53 714.13 0.49 725.85 0.46 772.31 0.38 929.09 12 0.51 604.24 0.45 619.47 0.41 627.29 0.39 667.44 0.32 802.93 13 0.44 529.52 0.38 540.01 0.35 545.40 0.33 580.30 0.27 698.11 14 0.38 466.12 0.33 473.54 0.30 477.37 0.28 507.92 0.24 611.03 15 0.33 412.43 0.29 417.84 0.26 420.62 0.25 447.54 0.21 538.40 16 0.29 366.90 0.25 370.93 0.23 373.01 0.22 396.88 0.18 477.45 17 0.26 328.14 0.22 331.19 0.20 332.78 0.19 354.08 0.16 425.96 18 0.23 294.95 0.20 297.32 0.18 298.55 0.17 317.66 0.14 382.14 19 0.20 266.40 0.18 268.26 0.16 269.23 0.15 286.46 0.13 344.61 20 0.18 241.68 0.16 243.17 0.15 243.94 0.14 259.56 0.12 312.25 9.33 0.85 862.40 0.74 908.61 0.68 933.11 0.64 992.83 0.53 1194.39 0 #DIV/01 #DIV/01 #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIV/01 #DIV/0! #DIV/0! #DIV/01 0 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIV/0! Page 1 STRUCTURAL ENGINEERING CONSULTANTS Client %S"f>ra1^ - Date Project rr� �{� ������ Job No. Enaineer 5f Sheet 35 of Z,33 oo U U 2—�6 ��r2 �t= `i �_lL U� ?na l A' yX "d G R ab 6( p W J—, , 6(4 20 -�,L 2012 IBC COLUMN/STUD WALL; D -FIR, TIMBERSTRAND, GLB AXIAL & BENDING PROJECT TITLE: Freddy's -Rexburg DATE: 8 -Sep -16 PROJECTM S161141 DESCRIPTION: Bearing Walls INPUT COLUMN or STUD WALL = S COLUMN = C, STUD WALL = S MEMBER/STUD GRADE = 2 #1 (2-4x)=1, #2 (2-4x)=2, #1 (5x)=15, #2 (5x)=25, STUD=S TS=TIMBERSTRAND, GL=GLUE LAM, L=LOG COMPRESSION EDGE SUPPORTED (YIN) = Y INTERIOR IS 1/2"GYP (MIN), ATTACHED PER TABLE 2306.4.5 (Y/N) = Y EXTERIOR IS 3/8" PLY/OSB (MIN) W/ 8d AT 6/12 (Y/N) = Y COMPRESSION LOAD (P) = 1250 plf ECCENTRICITY (e) = 0 in from cntrline, (+)SUBTRCT. fr LAT. (-)ADD to LATERAL LATERAL LOAD (Wp) = 17.8 psf WIND LOAD (Y/N)= Y WIND LOAD X 1.3 (Y/N)= N ACTUAL MEMBER WIDTH (b) = 1.50 in ACTUAL MEMBER DEPTH (d) = 5.5 in # OF PLIES (n) = 1 MEMBER/STUD SPACING (S) = 16 in. O.C. MEMBER/STUD HEIGHT (h) = 13 ft LOAD DURATION (Cd) = 1 (MUST BE 1 IF WIND LOAD IS NOT X 1.3) OUTPUT SIZE FACTOR; BENDING (CF) = 1.30 Deflection = 0.46 L/340 SIZE FACTOR; COMPRESSION (CF) = 1.10 SLENDERNESS RATIO = 28.36 <=50 O.K. fb = 795.56 psi fc = 202.02 psi Cr= 1.4 Fc` = 1430.00 psi Fb' = 1592.50 psi FcE = 596.65 FbE = 1837.76 CP = 0.37 CL = 1.00 Fc' = 533.23 psi Fb' = 1592.50 psi RESULTS COMP. UNITY = 0.38 — 1 MEMBER/STUDS ARE O.K. BEND. UNITY= 0.50 <= 1 MEMBER/STUDS ARE O.K. UNITY = 0.90 <= 1 MEMBER/STUDS ARE O.K. SHEAR @ TOP & BOT. = 154 lbs 2012 IBC COLUMN/STUD WALL; D -FIR, TIMBERSTRAND, GLB AXIAL & BENDING PROJECT TITLE: Freddy's -Rexburg DATE: 8 -Sep -16 PROJECT#: S161141 DESCRIPTION: Bearing Walls INPUT COLUMN or STUD WALL = S COLUMN = C, STUD WALL = S MEMBER/STUD GRADE = 2 #1 (2-4x)=1, #2 (2-4x)=2, #1 (5x)=15, #2 (5x)=25, STUD=S TS=TIMBERSTRAND, GL=GLUE LAM, L=LOG COMPRESSION EDGE SUPPORTED (Y/N) = Y INTERIOR IS 1/2"GYP (MIN), ATTACHED PER TABLE 2306.4.5 (Y/N) = Y EXTERIOR IS 3/8" PLY/OSB (MIN) W/ 8d AT 6/12 (Y/N) = Y COMPRESSION LOAD (P) = 100 plf ECCENTRICITY (e) = 0 in from cntrline, (+)SUBTRCT. fr LAT. (-)ADD to LATERAL LATERAL LOAD (Wp) = 14.8 psf WIND LOAD (YIN)= Y WIND LOAD X 1.3 (YIN)= N ACTUAL MEMBER WIDTH (b) = 1.50 in ACTUAL MEMBER DEPTH (d) = 5.5 In # OF PLIES (n) = 1 MEMBER/STUD SPACING (S) = 16 in. O.C. MEMBER/STUD HEIGHT (h) = 19 ft LOAD DURATION (Cd) = 1 (MUST BE 1 IF WIND LOAD IS NOT X 1.3) OUTPUT SIZE FACTOR; BENDING (CF) = 1.30 Deflection = 1.74 L/131 DEFLECTION EXCEEDS LI240 SIZE FACTOR; COMPRESSION (CF) = 1.10 SLENDERNESS RATIO = 41.45 4=50 O.K. fb = 1412.97 psi fc = 16.16 psi Cr = 1.4 Fe = 1430.00 psi Fb' = 1592.50 psi FcE = 279.32 FbE = 1257.42 CP = 0.19 CL = 1.00 Fc' = 267.05 psi Fb' = 1592.50 psi RESULTS COMP. UNITY= 0.06 <= 1 MEMBERISTUDS ARE O.K. BEND. UNITY = 0.89 <= 1 MEMBERISTUDS ARE O.K. UNITY = 0.95 <= 1 MEMBERISTUDS ARE O.K. SHEAR @ TOP & BOT. = 187 Ibs STRUCTURAL ENGINEERING CONSULTANTS V" - I R)c a-3_ -5� - q3 Client l-61SUn- Date �fQjf�6 ProjectS 1����' Job No. SIG�� L( Engineer `J e_ Sheet 3b of Yo1 151-1 y� Fwl Z Z,2��' 13� �G CSD to I. I Yo1 151-1 y� Fwl Z Z,2��' 13� �G CSD Company S.E C.,Inc. Sept 8, 2018 3` Fr low OF"®' JobNumber ner SLC 10:34 AM Checked B SLC T e s e x o i o s i e s Model Name I (Global) Model Settinqs Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacityfor Wind? Yes Include Warping? Yes Trans Load Btwn Intersectio Wood Wall? Yes Area Load Mesh (in42) 144 Merge Tolerance in .12 P -Delta Analysis Tolerance 0.50% Include P -Delta for Walls? =es- AutomatiC211Y Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration ft/secA2 32.2 Wall Mesh Size in 12 Ei ensolution Convergence Tol. 1.E- 4 Vertical Axis Y Global Member Orientation Plane Xz Static Solver Sparse Accelerated D namic Solver Accelerated Solver Hot Rolled Steel Code .__ AISC 14th 360-10 : ASD Adjust Stiffness? Yes Iterative RISAConnection Code AISC 14th 360-10 : ASD Cold Formed Steel Code AISI S100-10: ASD Wood Code AWC NDS -12: ASD Wood Temperature < 10OF Concrete Code ACI 318-11 _ Mason Code ACI 530-11: ASD Aluminum Code I AA ADM1-10: ASD - Building Number of Shear Regions 4 Region Spacing Increment in 4 Biaxial Column Method Exact Integration Parme Beta Factor PCA .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? Yes Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diam. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 RISA -31D Version 14.0.0 [PA ... \...\... \RISA 3D\S161141 Grid D Jamb Column.r3d] Page 1 (Global) Model Settings, Continued Seismic Code �I F' Company S E.C.,Inc. Sept 8, 2016 fr f, Designer SLC 10:34 AM Job Number Checked By: SLC it Ct Z .02 T E C H H u l O G I E 5 Model Name (Global) Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation ft Not Entered Add Base Weight? Yes Ct X .02 Ct Z .02 T X sec Not Entered T Z sec Not Entered RX 3 R 3 Ct Exp. X .75 Ct Exp. Z .75 SDI 1 SDS 1 S1 1 TL sec 5 Risk Cat I or II Orn Z 1 Orn X 1 Rho Z 1 Rho X 1 .65 .49 Hot Rolled Steel Properties Label E fks1 G fksil Nu Therm R1 E ... Densitvfk/ft... Yieldfksil Rv Fufksil Rt l A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A 72 Gr.50 29000 1154 . 5 .49 0 1.1 65 1 1.1 3 A992 2900 11154 .65 .49 50 1.1 65 1.1 4 00 Gr.42 29000 11154 .3 1 05 .44 1.4 1.3 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.4 58 1.3 Hot Rolled Steel Section Sets Label Sha D n Lis Material Desi n Rul... A int I in4 u in4 J in47L, 1 Column HSS5x5x6 Column Tube A50o Gr.4s Typical 8.18 21.7 21.7 36 1 Joint Coordinates and Temperatures L bel X -_ TempM ch F 0 -.67 0 [ 0 2 N2 0 1 18 1 0 1 0 Joint Boundary Conditions Member Primary Data Label I Joint J Joint K Jointate ddee 1 Se n/Sha a Tvoe e D s' n i Ma Design Rul OM1 N2 Column Column Tube JA Typical I RISA -31D Version 14.0.0 [PA ... \... \... \RISA 3D\S161141 Grid D Jamb Column.r3d] Page 2 Company S.E.C.,Inc. Sept 6, 2016 F f' Designer SLC 10:34 AM A, Job Number Checked By: SLC r e c H n o i o c i E s Model Name Member Advanced Data Label I Release J Release I Offset in J Offset in TIC Onl Physical TOM Inactive Seismic Desian . 1 M1 1 None Hot Rolled Steel Design Parameters LL bels_Shan�pe Length ft Lb ft Lbu ft Lcom to ft Lcom bot ftL-t Fu tion F M1 Colum18 67 w LbLateral Joint Loads and Enforced Displacements (BLC 1 : Dead) Joint Loads and Enforced Displacements (BLC 2: Snow) Member Point Loads (BLC 1 : Dead) Member Point Loads (BLC 2: Snow) Member Point Loads (BLC 3: Wind) Member Distributed Loads Member Label Direction Start ud k/ End Ma nitude k/ftStart Location ft °/ End Locationrft,%l No Data to Print ... Basic Load Cases BLC Descdotion Cateaory X Gravity Y Gravity Z Gravity Joint Point Distributed AreafMe... Surface(... Load Combinations RISA -3D Version 14.0.0 [PA ... \... \... RISA 3D\S161141 Grid D Jamb Column.r3d] Page 3 Com Ur F, Fr pry � Designer SLC C.,Inc. 110 34 AM 16 F; 4A Job Number Checked By: SLC T E C a N U l o G l F 5 Model Name Load Combinations (Continued) max -.069 2=2-2.108 __ Descri lion_ So ... P.. S.. BLC Fac ... BL Fac ... BLC ee... BLC Fac... BL F .B CFac ... BLCF .8 ..BLC ...BLC c... r3 DL+.75(SL+.6W) Yes I Y I I 1 111 1 2 1.75 3 .45 Envelope Joint Reactions InIM v ro 1 r v rLi I r 7 "I I r E rb YI 1 N1 max -.069 2=2-2.108 0 2 1.173e-2 2 0 1-9.052e-4 2 2 min b 2 0 1 min -.21 1 1 0 1- 2 1 1 NC N -03 2 0 N2 maxi .21 11 1 5.554 e-3 1 4 1 0 1 NC NC 04 1 1-1.087e-2 1 min .069 2 2 0 1 NC NC 05 Totals: max' 0 21 6 min 0 1 � . • ®�® 2 Envelope Joint Displacements IMM Y rinl I r V riot I r 7 0A I r v o..L.tl.... r o..�..u..., r 1 N1 max 0 1 1 0 2 0 2 1.173e-2 2 0 1-9.052e-4 2 2 min b 2 0 1 0 1 D 1 0 1- .054e- 1 3 N2 max 0 2 -.016 2 0 2 0 1 0 1 5.554 e-3 1 4 1 1 min 1 0 1 1 1 -.054 1 1 0 1 1-1.087e-2 1 2 Envelope Member Section Forces Nlemko, Q— Avi.irol I r „c6e�.ml Envelope AISC 14th(360-10): ASD Steel Code Checks Member Sha a Code C... Loc ft LC Shear... Loc Dir LC Pnc om fkLPnt/om k Mn /om .. nzz/ m ... Cb Eon 1 M1 HSS5x5x6 732 9.918 3 .027 0 z 2 64981 1170.228 24.331 24.331 1... H1 -1a RISA -3D Version 14.0.0 [PA ... \... \... \RISA 3D\S161141 Grid D Jamb Column.r3d] Page 4 ©��®mss© �.• ME os■ois� ©�©��o®oaososo®®© o�■�■®mss© � . • ®�® o=o Envelope AISC 14th(360-10): ASD Steel Code Checks Member Sha a Code C... Loc ft LC Shear... Loc Dir LC Pnc om fkLPnt/om k Mn /om .. nzz/ m ... Cb Eon 1 M1 HSS5x5x6 732 9.918 3 .027 0 z 2 64981 1170.228 24.331 24.331 1... H1 -1a RISA -3D Version 14.0.0 [PA ... \... \... \RISA 3D\S161141 Grid D Jamb Column.r3d] Page 4 Column: MI Shape: HSS5x5x6 .816 at 9.335 ft Material: A500 Gr.46 Length: 18.67 ft in Dy 1 Joint: N1 J Joint: N2 Z2��in Envelope -.247 at 10.113 ft Dz Code Check: 0.732 (LC 3) Report Based On 97 Sections 36.53 at 0 ft .21 at Oft .864 at 10.113 ft Vz k Vy k 069 at 0 ft -1.244 at 0 ft A k 8.7 at 10.113 ft My .. k -ft Mz ,; , k -ft T k -ft -3.17 at 18.67 ft -7.455 at 9.918 ft 10.307 at 9.918 ft 5.911 at Oft 4.382 at 18.67 ft � f(Y) ""s ksi f(z) ksi fa ksi i 1.408 at 10.113 ft 4.382 at 18.67 ft 10.307 at 9.918 fl i AISC 14th(360-10): ASD Code Check Direct Analysis Method Max Bending Check 0.732 (LC 3) Max Shear Check 0.027 (z) (LC 2) Location 9.918 ft Location 0 ft Equation H1 -1a Max Defl Ratio L1274 Bending Flange Compact Compression Flange Non -Slender Bending Web Compact Compression Web Non -Slender Y -Y z -z Fy 46 ksi Lb 18.67 ft 18.67 ft Pnclom 64.981 k KL/r 105.04 105.04 Pnt/om 170.228 k Mny/om 24.331 k -ft L Comp Flange 18.67 ft Mnz/om 24.331 k -ft Warp Length 1.556 ft Vny/om 36.975 k L -torque 18.67 ft Vnz/om 36.975 k Taub 1 Tn/om 20.569 k -ft Cb 1.559 b) ®Client Lw-5or,- Date 9lS,fG OR Project rYgy 5 1`e� Job No. I I STRUCTURAL ENGINEERING Engineer jL� J Sheet �L1 of CONSULTANTS I')(z,zyX,��- `G-13 w5� r� c(@, • a(� ll ff i _. .. �. Z . py�51 Steel Column King (R) SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard SL Suite 116 Engineer: Steve Cornwell, P.E. Project 10: S161140 Boise, ID 83705 Project Descr: ph - 208.850.6576 fx - 208.887.7781 steve@secidaho.com P1u1eC 8SEP2016 105vv.i Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name Analysis Method : Steel Stress Grade Fy: Steel Yield E : Elastic Bending Modulus pplied Loads HSS5x3x1/4 Overall Column Height 19.0 ft Allowable Strength Top & Bottom Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns 46.0 ksi X -X (width) axis: 29,000.0 ksi Unbraced Length for X -X Axis buckling =19.0 ft. K = 1.0 Y -Y (depth) axis: Un raced Length for Y -Y Axis buckling = 19.0 ft, K = 1.0 Column self weight included: 231.990 lbs' Dead Load Factor AXIAL LOADS ... Axial Load at 19.0 ft, Xecc =1.0 in, Yecc = 2.0 in, D = 250, S = 2.0 k BENDING LOADS ... Lat. Uniform Load creating Mx -x, W = 0.20 klft PASS Max. Axial+Bending Stress Ratio = 0.6416 : 1 Load Combination +D+0.750L+0.750S+0.45OW+H Location of max.above base 10.201 ft At maximum location values are... 0.001 Pa: Axial 4.232 k Pn l Omega: Allowable 13.799 k Ma -x: Applied 4.397 k -ft Mn -x/ Omega: Allowable 12.349 k -ft Ma -y: Applied 0.1790 k -ft Mn -y l Omega: Allowable 8.654 k -ft PASS Maximum Shear Stress Ratio = 0.03508 : 1 Load Combination +D+0.60W+H Location of max,above base 0.0 ft At maximum location values are ... 18.8711 Va: Applied 1.162 k Vn l Omega: Allowable 33.124 k Load Combination Results PASS Load Combination Service loads entered. Load Factors will be applled for calculations. Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum SERVICE Load Reactlons .. Top along X -X 0.01974 k Sodom along X -X 0.01974 k Top along Y -Y 1.90 k Bottom along Y -Y 1.90 k Maximum SERVICE Load Deflections... Along Y -Y 1.910 in at 9.5648 above base for load combination : W Only Along X -X 0.1085 in at 11.094 ft above base forbad combination:+D+S+H Status +D+H 0.198 PASS 0.00 ft 0.001 PASS 0.00 +D+L+H 0.198 PASS 0.00 ft 0.001 PASS 0.00 +O+Lr+H 0.198 PASS 0.00 ft 0.001 PASS 0.00 +D+S+H 0.435 PASS 18.8711 0.001 PASS 0.00 +D+0.750Lr+0.750L+H 0.198 PASS 0.00 ft 0.001 PASS 0.00 +D+0.750L+0.750S+H 0.388 PASS 18.87 ft 0.001 PASS 0.00 +0+0.60W+H 0.567 PASS 9.82 ft 0.035 PASS 0.00 +D+0.70E+H 0.198 PASS 0.00 ft 0.001 PASS 0.00 +D+0.750Lr+0.750L+0.450W+H 0.457 PASS 9.95 ft 0.026 PASS 0.00 +D+0.750L+0.750S+0.450W+H 0.642 PASS 10.20 ft 0.027 PASS 0.00 +D+0.750L+0.750S+0.5250E+H 0.388 PASS 18.87 ft 0.001 PASS 0.00 +0.60D+0.60W-460H 0.515 PASS 9.69 ft 0.035 PASS 0.00 +0.60D+0.70E+0.60H 0.119 PASS 0.00 ft 0.000 PASS 0.00 SEC, Inc. 410 S. Orchard St. Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7781 Steel Column Description: Grid O King (R) _ Maximum Reactions _ Project Title: Freddyy's Rexburgg Engineer. Steve Comwell,P.E. Project Descr. ID= Project ID: S161140/' / "l b PITOM 8 SEP 20161053x.1 .RCALC Data Fles's1611401reddyeec6 .1983-2016, Build.13A6.6.7, Vec6.16.6.7 e non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ ease +D+H -0.011 -0.011 k -0.022 -0.022 k 2.732 k +D+L+H -0.011 -0.011 k -0.022 -0.022 k 2.732 k +D+Lr+H -0.011 -0.011 k -0.022 4022 k 2.732 k +D+S+H -0.020 -0.020 k -0.039 4039 k 4.732 k +D+0.750Lr+0.750L+H -0.011 -0.011 k -0.022 -0.022 k 2.732 k +0+0.7501_+0.750S+H -0.018 -0.018 k -0.035 -0.035 k 4.232 k +D+0.60W+H -0.011 -0.011 k -1.162 1.118 k 2.732 k +D+0.70E+H -0.011 -0.011 k -0.022 -0.022 k 2.732 k +0+0.750Lr+0.750L+0.450W+H -0.011 -0.011 k -0.877 0.833 k 2.732 k +D+0.750L+0.750S+0.450W+H -0.018 -0.018 k -0.890 0.820 k 4.232 k +D+o.750L+0.750S+0.5250E+H .0.018 -0.018 k -0.035 -0.035 k 4.232 k +0.60D+0.60W+0.60H -0.007 -0.007 k -1.153 1.127 k 1.639 k +0.60D+0.70E+0.60H -0.007 -0.007 k -0.013 -0.013 k 1.639 k D Only -0.011 -0.011 k -0.022 -0.022 k 2.732 k Lr Only k k k L Only k k k S Only -0.009 -0.009 k -0.018 .0.018 k 2.000 k W Only k -1.900 1.900 k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X -X DeBectlon Distance Max. Y -Y Deflection Distance +D+H 0.0603 in 11.094 ft 0.054 in 11.094 It +D+L+H 0.0603 in 11.094 ft 0.054 in 11.094 R +D+Lr+H 0.0603 in 11.094 ft 0.054 in 11.094 ft +D+S+H 0.1085 In 11.094 ft 0.098 in 11.094 It -D4.750Lr-0.750L,H 0.0603 in 11.094 ft 0.054 in 11.094 ft +D+0.750L+0.750S+H 0.0965 in 11.094 it 0.087 In 11.094 ft +0+0.60W+H 0.0603 in 11.094 ft 1.199 in 9.564 ft +0+0.70E+H 0.0603 in 11.094 ft 0.054 in 11.094 R +0+0.750Lr+0.750L+0.450W+H 0.0603 in 11.094 It 0.913 in 9.691 ft +D+0.750L+0.750S+0.450W+H 0.0965 in 11.094 It 0.944 in 9.691 ft +0+0.750L+0.750S+0.5250E+H 0.0965 In 11.094 h 0.087 In 11.094 ft +0.60D+0.60W+0.60H 0.0362 in 11.094 ft 1.178 in 9.564 R +0.60D+0.70E+0.60H 0.0362 in 11.094 ft 0.033 In 11.094 it D Only 0.0603 in 11.094 it 0.054 in 11.094 ft Lr Only 0.0000 in 0.000 ft 0.000 In 0.000 It L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0482 in 11.094 ft 0.043 in 11.094 ft W Only 0.0000 in 0.000 It 1.910 In 9.564 ft E Only 0.0000 in 0.000 It 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 In 0.000 ft Steel Section Properties : HSS5x3x1l4 Steel Column Description : SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: S161140 Boise, ID 83705 Project Descr: ph - 208.850.6576 fx - 208.887.7781 HeOtsves Steel Section Properties : HSS5x3x114 Depth = 5.000 in I xx = 10.70 104 J = 11.000 in44 S xx = 4.29 inA3 Cw = 6.10 inA6 Width = 3.000 in Ru 1.780 in Wall Thick 0.250 In Zx 5.380 inA3 Area 3.370 102 1 yy = 4.810 inA4 C = 6.100 In43 Weight = 12.210 pit S yy = 3.210 InA3 R yy = 1.190 in Zy = 3.770 InA3 Ycg 0.000 in a. M -x Loads o Q II 4 S Loads are total entered valueeArrom do not reflect absolute direction. SEC, Inc. 410 S. Orchard St. Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7761 Steel Bea Description : Grid D 16' Header CODE REFERENCES Calculations per AISC 360.10, IBC 2012, ASCE 7-10 Load Combination Set : ASCE 7.10 Material Properties Analysis Method: Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Applied Loads Beam self weight NOT internally calculated and added Uniform Load: D=0.20, S=0,160k/ft, Tributary Width =1.0It DESIGN SUMMARY Maximum Bending Stress Ratio 0.473: 1 Section used for this span HSS5x5x3/8 Me : Applied 11.520 k -ft Mn / Omega : Allowable 24.331 k -ft Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection +D+S+H 8,0001t Span # 1 Project Title: Freddy's Rexburg Engineer: Steve Cornwell, P.E. Protect Descr: Fy : Steel Yield E: Modulus: Project ID: 5161140 46.0 list 29,000.0 ksi 10 s8ArI Sp- = 16 a n C. HSSS.S.Wa El Service loads entered. Load Factors will be applied for calculations. Ratio= 509>=360 0.000 in Maximum Shear Stress Ratio = 0.063 : 1 Section used for this span HSS5x5x3/8 Va : Applied 2.880 k Vn/Omega : Allowable 45.601 k Load Combination +O+S+H Localion of maximum on span 0.000 It Span # where maximum occurs Span # 1 0.377 in Ratio= 509>=360 0.000 in Ratio = 0 <360 0.847 in Ratio= 227 >=180 0.000 in Ratio= 0 <180 Overall Maximum Deflections Load Combination Span Max. "= Den Location in Span Load Combination Max. W Dell Location in Span Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.960 0.960 +D+H 1.600 1.600 +D+L+Fi 1.600 1.600 +D+Lr+H 1.600 1.600 +D+S+H 2.880 2.880 +D+0.750Lr+0.750L+H 1.600 1.600 +D+0,750L+0.750S+H 2.560 2.560 +D+0.60W+H 1.600 1.600 +D+0.70E+H 1.600 1.600 +0+0.750Lr+0.750La0.450W+H 1.600 1.600 +D+0.7501 -47505+0.450W+4-1 2.560 2.560 +D+0.750L+0.750S+0.5250E+H 2.560 2.560 +0.60D+0.60W460H 0.960 0.960 +0.601)+0.10E+O.601-1 0.960 0.960 D Only 1.600 1.600 Lr Only L Only 5 Only 1.280 1.280 W Only E Only SEC, Inc. Project Title: Freddy s Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: S161140 Boise, ID 83705 Project Descr. ph - 208.850.6576 fix - 208.887.7781 Pnnuc 8SEP File = 69Enweale Oala Files161eves ENERCALC Bata FiWENERCALC Oala FOWS161140freddys M6 Steel Beam ENERCALC,INC.19614016, Build 6.16.6.7,Ver:6.i6,6.7 Description : Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Suppod 1 Support 2 SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: S161140 Boise, ID 83705 Project Descr: Section used for this span ph - 208.850.6576 Me: Applied 2.131 k -ft fx - 208.887.7781 12.349 k -ft Load Combination savenaseddaho.com Location of maximum on span Pnnlad 8 SEP 2016.1100A!l Steel Beam File=SAEselcak Data Filesl6teves ENERCALC Data Files\ENERCALC Data Filesls161140freddysax(i Overall Maximum Deflections 0.400 ENERCALC, INC. 1983 2016, Build:6.16.6.7, Vec6.16.6.7 +D+H Description : Grid 0 Sill +D+L+H CODE REFERENCES Calculations per AISC 360.10, IBC 2012, ASCE 7.10 Load Combination Set: ASCE 7-10 +O+S+H Properties +0+0.750Lr+0.750L+H _Material Analysis Method: Allowable Strength Design Fy :. Steel Yield: 46.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending +0+O.60W+H 0.533 l �= Span = 16 0 h % HSS5x3xlM Applied Loads Span Beam self weight NOT Internally calculated and added Uniform Load : W = 0.1110 k/ft, Tributary Width = 1.0 It DESIGN SUMMARY 0.529 in Maximum Bending Stress Ratio = 0.173: 1 Section used for this span HSS5x3x1/4 Me: Applied 2.131 k -ft Mn / Omega: Allowable 12.349 k -ft Load Combination +D+0.60W+H Location of maximum on span 8.000ft Span # where maximum occurs Span # 1 Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Span Max.:" Defl Location in Span Load Combination Max.'+" De8 Location in Span Max Downward Transient Deflection 0.529 in Ratio= 362>=360 Max Upward Transient Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.318 in Ratio= 604 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Overall Maximum Deflections 0.400 0.400 ]P.Cinn a 0.016 : 1 HSS5x3x1/4 0.5328 k 33.124 k +D+0.60W+H 0.000 fl Span # 1 ,R) Load Combination Span Max.:" Defl Location in Span Load Combination Max.'+" De8 Location in Span W Only 1 0.5299 8.046 0.0000 0.000 Vertical Reactions Supportnotation: Farleflis#1 Values in KIPS Load Combination Suppod 1 Support 2 Overall MAXimum 0.888 0.888 Overall MINimum 0.400 0.400 +D+H +D+L+H +D+Lr+H +O+S+H +0+0.750Lr+0.750L+H +D+0.750L+0.750S+H +0+O.60W+H 0.533 0.533 +D+0.70E+H +0+0.750Lr+0.750L+0.450W+H 0.400 0.400 +D+0.750L+0.7505+0.450W+H 0.400 0.400 +0+0.750L+0.7505+0.5250E+H +0.60+0.60W+0.601-1 0.533 0.533 +0.60D+0.70E+O.601-1 D Only Lr Only L Only S Only W Only 0.888 0.888 E Only SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: 5161140 Boise, ID 83705 Project Descr: ph - 208.850.6576 tx - 208.887.7781 SlevernlSeridaho cnm MOM a SEP 2016 n COM Steel Beam Description : _Vertical Reactions Support notation: Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 Client Date O M mail Projectfr66FX,�S Knit f� Job No. $�61i'{ I STRUCTURAL ENGINEERING Engineer `j� Sheet°f �2 CONSULTANTS 6 - 6 Cir, - n ",,,,� . U � L) 26 b, ,Z26 Use STRUCTURAL ENGINEERING CONSULTANTS 'i5 Client L�� Sz Date Project �`� �(_� Job No.51611k� Enaineer 1 -e—ll— Sheet S3 of wl 5 ✓. LL) 10a AtO(zo-1),e) �-j 2 ZZ�C� =(g r 35'✓ K, -ft, b�;, �j7yc_. 1b a�J �� iS Gl O �' �SuIV IvlYl CJ/ PI 3/K" gyp, - J/ Lq) Description : Roof Joists Over CODE REFERENCES SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard Sl. Suite 116 Engineer: Steve Cornwell, P.E. Prolect ID: S161140 Boise, ID 83705 Project Descr: ph - 208.850.6576 fx - 208.887.7781 sieye@secdaho com _. Riied 8 SEP 2016. 122F61 I Utility Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Data Filesl6leves Analysis Method: Allowable Stress Design Fb -Tension 900.0 psi Load Combination ASCE 7-10 Fb-Compr 900.0 psi _- Fc - Prll 1,350.0 psi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi :Maximum Bending Stress Ratio = Ft 575.0 psi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2x8 2x6 Span = 10.0 It ENERCALC Data RlesIs161140rfeddys,ec6 INC. 19632016. Buildl6.16.6.7. Vecfi.IRA 7 E: Modulus of Elasticity Ebend-xx 1,600.Oksi Eminbend -xx 580.Oksi Density 32.210pcf Repetitive Member Stress Increase Applied Loads Span # Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 C FN C I _- Varyinq Uniform Load: D(S,E) = OM70->H270, S(S,E) = 0.1330->OM50 k/ft, Extent = 0.0 ->> 8.50 fl, Trib Width = 1.0 fl Moment Values M fb DESIGN SUMMARY V Shear Values tv F'v - :Maximum Bending Stress Ratio = 0.932 1 Maximum Shear Stress Ratio = 0.376 : 1 Section used for this span 2x8 Section used for this span 2x8 fb : Actual = 1,331.65 psi fv : Actual = 77,89 psi FB: Allowable = 1,428.30psi Fv: Allowable = 207.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 4.635ft Location of maximum on span = 0.0008 Span # where maximum occurs = Span It 1 Span It where maximum occurs = Span It 1 Maximum Deflection 294.49 1117.80 0.12 Max Downward Transient Deflection 0.267 in Ratio = 449>=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 1.200 Max Downward Total Deflection 0.343 in Ratio = 350>=240. 1.00 Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 0.00 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C I Cr C m C t C L Moment Values M fb F'b V Shear Values tv F'v +D+H 1.200 1.00 1.15 1.00 1.00 1.00 00 0.00 0.00 0.00 Length = 10.0 N 1 0.263 0.099 0.90 1.200 1.00 1.15 1.00 1.00 1.00 0.32 294.49 1117.80 0.12 16.03 162.00 +O+L+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 N 1 0.237 0.089 1.00 1.200 1.00 1.15 1.00 1.00 1.00 0.32 294.49 1242.00 0.12 16.03 180.00 +D+Lr+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.190 0.071 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.32 294.49 1552.50 0.12 16.03 225.00 +D+S+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 It 1 0.932 0.376 1.15 1.200 1.00 1.15 1.00 1.00 1.00 1.46 1,331.65 1428.30 0.56 77,89 207.00 +0+0.75OLr+0.750L+H 1.200 1.00 1.15 1.00 1.00 1.00 Ho D.00 0.00 0.00 Length = 10.0 ft 1 0.190 0.071 1.25 1.200 1.00 1.15 1.00 1.00 1.00 0.32 294.49 1552.50 0.12 16.03 225.00 +0+0.750L+0.750S+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam Roof Joists Over SEC, Inc. Project Title: Freddy's Rex6urp 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: 5161140 Boise, ID 83705 Project Descr: ph - 208.850.6576 �l N - 208.887.7781 Data 1 22 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN CI Cr Cm C t CL M N F'b V Iv F'v Length = 10.0 ft 1 0.751 0.302 1.15 1.200 1.00 1.15 1.00 1.00 1.00 1.17 1,072.19 1428.30 0.45 62A2 207.00 +D+0.60W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 8 1 0.148 0.056 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.32 294.49 1987.20 0.12 16,03 288.00 +D+0.70E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 If 1 0.148 0.056 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.32 294.49 1987.20 0.12 16.03 288.00 +0+0+750LrA.750L+0,450W+H 1.200 1A0 1.15 1.00 1.00 1.00 0.00 0.00 ROD 0.00 Length =10.0 h 1 0.148 0.056 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.32 294.49 1987.20 0.12 16.03 288.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 U0 0.00 0.00 Length =10.0 It 1 0.540 0.217 1.60 1.200 1.00 1.15 1.00 1.00 1.00 1.17 1,072.19 1987.20 OAS 62.42 288.00 +D+0.7501.47505+0.5250E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.540 0.217 1.60 1.200 1.00 1.15 1.00 1.00 1.00 1.17 1,072.19 1987.20 0.45 62.42 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 it 1 0.089 0.033 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.19 176.69 1987.20 0.07 9.62 288.00 +O.6013+0.70E+0.60H 1.200 1A0 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.089 0.033 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.19 176.69 1987.20 0.07 9.62 286.00 Maximum Deflections _Overall Load Combination _ Span Max. %' _ _ -n Dd Location In Span Load Combination Max. "+" Deo Location in Span 1 ---T9-27- 0.3426 -- 0.0000 _ 0.000 Vertical ReactionsSupport - notation: Far left is#1 Values in KIPS -------------------- Load Combination Support 1 Support 2 Overall MAXimum 0.657 0.414 Overall MINimum 0.079 0.059 ,D -H 0.132 0.098 +D+L,H 0.132 0.098 +D+Lr+H 0.132 0.098 +D+S+H 0.657 0.414 ,D+0.750Lr+0.750L+H 0.132 0.098 +D+0.750L+0.76OS+H 0.526 0.335 ,D+O.60W+H 0.132 0.098 ,D+0.70E+H 0.132 0.098 ,D,0.750Lr+0.750L+0A50W+H 0.132 0.098 +0,0.750L+0.7505+0.450W+H 0.526 0.335 +D+0,750L+0.7505+0.5250E+H 0.526 0.335 +0.600460W46011 0.079 0.059 +0.60D+0.70E+0.60H 0.079 0.059 D Only 0.132 0.098 Lr Only L Only S Only 0.525 0.317 W Only E Only H Only SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: 5161140 Boise, ID 83705 Project Descr: / ph - 208.850.6576 Ix - 208.887.7781 Steel Beam Description: Front Canopy Beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7.10 Load Combination Set: ASCE 7.10 Material Properties _ Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing : Beam is Fully Braced against lateral -torsional buckling E: Modulus : 29,000.0 ksl Bending Axis: Major Axis Bending ow) sone I Span =Maft W12W Applied Loads 6.935 Service loads entered, Load Factors will be applied for calculallons. Beam self weight c-alc-u-I ated and added to loadinq 1.562 1.562 +D+H Uniform Load : D = 0.0970, S = 0.2280 k/ft, Tributary Width = 1.0 it +D+L+H 2.603 DESIGN SUMMARY +O+Lr+H 2.603 2.603 Maximum Bending Stress Ratio = 0.463: 1 Maximum Shear Stress Ratio = 0.099 i 1 Section used for this span W12x40 Section used for this span W12x40 Ma : Applied 65.883 k -ft Va : Applied 6.935 k Mn / Omega : Allowable 142.216 k -ft Vn/Omega : Allowable 70.210 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 19.000ft Location of maximum on span 0.000 it Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection 1.562 1.562 D Only Max Downward Transient Deflection 1.206 in Ratio= 377>=240. Max Upward Transient DeflecOon 0.000 in Ratio= 0 <240A Max Downward Total Deflection 1.932 in Ratio = 236 >=180. W Only Max Upward Total Deflection 0.000 in Ratio= 0 <180.0 Overall Maximum Deflections Load Combination Span Max.'-' Dee Loralic n in Span Load Combination Max.'+• Dee Location in Span +D+S+H 1 1.9322 19.109 0.0000 0.000 Vertical Reactions Support notation: Far left is#1 Values In KIPS Overall MAXimum 6.935 6.935 Overall MINimum 1.562 1.562 +D+H 2.603 2.603 +D+L+H 2.603 2.603 +O+Lr+H 2.603 2.603 +D+S+H 6.935 6.935 +D+0.750Lr+0.750L+H 2.603 2.603 +D+0.750L+0.750S+H 5.852 5.852 +D+0.60W+H 2.603 2.603 +D+0.70E+H 2.603 2.603 +0+0.750Lr+0.750L+0.450W+H 2.603 2.603 +D+0.750L+0.7505+0.450W+H 5.852 5.852 +D+0.750L+0.7505+0.5250E+H 5.852 5.852 +0.600A.60W+0.60H 1.562 1.562 +0.60D+0.70E+O.60H 1.562 1.562 D Only 2.603 2.603 Lr Only L Only S Only 4.332 4.332 W Only E Only SEC, Inc. 410 S. Orchard St, Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7781 Steel Beam Description : Front Canopy Beam Project Title: Freddy's Rexburgg Engineer: Steve Cornwell,P.E. Protect Descr. Data _ Vertical Reactions Support notation: Far left is #i Values in KIPS Load Combination Support 1 Support 2 Project ID: S161140 PrnLd BSEP til ? SEC, Inc. Project Title: Freddy's Rexburg ,'. 410 S. Orchard St. Suite 116 Engineer: Steve Comwell, P.E. Project ID: 5161140 Boise, 10 83705 Project Descr: ph - 208.850.6576 fx - 208.867.7781 _Code References _ _ Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 Steel Section Name Analysis Method : Steel Stress Grade Fy: Steel Yield E : Elastic Bending Modulus HSS4x4x1/4 Overall Column Height 10.0 ft Allowable Strength Top & Bottom Fixity Top Free, Bottom Fixed Brace condition for deflection (buckling) along columns: 46.0 ksi X -X (width) axis : 29,000.0 ksi Fully braced against buckling along X -X Axis Y -Y (depth) axis: Fully braced against buckling along Y -Y Axis Column self weight included : 121.8081bs' Dead Load Factor AXIAL LOADS ... Axial Load at 10.0 ft, Xecc = 1.0 in, Yecc = 1.0 in, D = 2.090, S = 4.90 k BENDING LOADS ... Let. Point Load at 10.0 It creating Mx -x, W = 0.4150 k PASS Max. Axial+Bending Stress Ratio = 0.2432 : 1 Load Combination +D+0.60W+H Location of max.above base 0.0 It At maximum location values are ... 0.0 k Pa: Axial 2.212 k Pn I Omega: Allowable 92.826 k Ma -x: Applied -2.316 k -fl Mn -x l Omega: Allowable 10.765 k -ft Ma -y: Applied 0.1742 k -ft Mn -yl Omega: Allowable 10.765 k-0 PASS Maximum Shear Stress Ratio= 0.009794 :1 Load Combination +D+O.60W+H Location of max.above base 0.0 fl At maximum location values are... 0.00 Va: Applled 0.2490 k Vn I Omega: Allowable 25.423 k Load Combination Results PASS 0.00 Maximum Axial +Bending Stress Rt Load Combination Stress Ratio Status Local Service loads entered. Load Factors will be applied for calculations. Maximum SERVICE Load Reactions.. 0.044 Top along X -X 0.0 k Bottom along X -X 0.0 k Top along Y -Y 0.0 k Bottom along Y -Y 0.4150 k Maximum SERVICE Load Deflections ... Along Y -Y 1.051 In at for load combination: W Only Along X -X -0.2210 in at for load combination :+D+S+H Location +D+H 0.044 PASS 0.00 fl 0.000 PASS 0.00 +D+L+H 0.044 PASS 0.00 fl 0.000 PASS 0.00 +D+Lr+H 0.044 PASS 0.00 fl 0.000 PASS 0.00 +D+S+H 0.147 PASS 0.00 It 0.000 PASS 0.00 +D+0.75OLr+0.750L+H 0.044 PASS 0.00 fl 0.000 PASS 0.00 +D+0.7501-+0.750S+H 0.121 PASS 0.00 ft 0.000 PASS 0.00 +0+0.60W+H 0.243 PASS 0.00 ft 0,010 PASS 0.00 +O+0.70E+H 0.044 PASS 0.00 It 0.000 PASS 0.00 +D+0.750Lr+0.750L+0.450W+H 0.185 PASS 0.00 ft 0.007 PASS 0.00 +D+0.750L+0.750S+0A50W+H 0.205 PASS 0.00 ft 0,007 PASS 0.00 +D+0.750L+0.750S+0.5250E+H 0.121 PASS 0.00 ft 0.000 PASS 0.00 +0.60D+0.60W+0.60H 0.238 PASS 0.00 It 0.010 PASS 0.00 +0.60D+0.70E+O.60H 0.027 PASS 9.40 It 0.000 PASS 0.00 10.Oft abovebase 10.Oft abovebase M Steel Col Description : SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard SL Suite 116 Engineer: Steve Cornwell, P.E. Prolect ID: S161140 Boise, ID 83705 Project Descr: Gq ph - 208.850.6576 / 1 fx - 208.887.7781 SlavenSeridahn.crm Primed 8SEP 2016. 1Wfl HIeslSteves ENERCALC Data FlesM61140ftcWys.ec6 INC. 1983-2016. Niel 6 I E 7. Veefi IS 67 Maximum Reactions Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction Load Combination @Base @Top @Base @Top @Base .D.L+H k Distance k 2.212 k +D+Lr+H k -0.0661 k 2.212 k 40+S+H k 10.000 k 7.112 k +040.750Lr+0.750L+H k 10000 k 2.212 k +D+0.750L+0.7508+H k +D+Lr+H k 5.887 k 4D+0.60W+H k -0.249 k 2.212 k 4D+0.70E+H k in k 2.212 k +D40.750Lr+0.750L+0.450W+H k -0.187 k 2.212 k +D40.750L+0.750S+0.450W+H k -0.187 k 5.887 k +D40.7501_40.750S40.5250E+H k -0.1823 k 5.887 k +0.60D+0.60W+0.60H k -0.249 k 1.327 k 40.60D40.10E+0.60H k 10.000 k 1.327 k D Only k -M.70E4H k 2.212 k Lr Only k in k k L Only k in k k S Only k It k 4.900 k W Only k -0.415 k k E Only k -0.1823 k k H Only k 10.000 k k Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance -D-H - -0.0661 in 10.000 K � -0.066 In 10.000 It 4D -L -H -0.0661 In 10000 it -0.066 in 10.000 it +D+Lr+H -0.0661 in 10.000 fl -0.066 in 10.000 It +O+S+H -0.2210 in 1o.000 ft -0.221 in 10.000 it +D40.750Lr+0.750L+H -0.0661 In 10.000 It .0.066 in 10.000 ft 4D40.750L+0.750S+H -0.1823 in 10.000 It -0.182 in 10.000 R 4040.60W+H -0.0661 in 10.000 it 0.565 in 10.000 it -M.70E4H -0.0661 in 10.000 It -0.066 in 10.000 N +0+0.750Lr+0.750L+0.450W+H -0.0661 in 10000 it 0.407 in 10.000 It +D+0.750L40.750S+0.450W+H -0.1823 in 10.000 it 0.291 In 10000 it +D+0.750L+0.750S+0.5250E+H -0.1823 in 10.000 it -0.182 in 10.000 it +0.60D+0.60W40.60H -0.0396 in 10.000 8 0.591 In 10.000 it +010D+0.70EQ.601-1 -0.0396 in 10.000 It -0.040 in 10.000 ft D Only -0.0661 In 10.000 it -0.066 In iDeD0 it Lr Only 0.0000 In 0.000 it 0.000 in 0.000 11 L Only 0.0000 in 0.000 it 0.000 in 0.000 it S Only -0.1549 in 10.000 N -0.155 in 10.000 it W Only 0.0000 in 0.000 ft 1.051 in 10.000 N E Only 0.0000 In 0.000 it 0.000 in 0.000 It H Only 0.0000 in 0.000 It 0.000 in 0.000 it Steel Section Prooerties : HSS4x4x114 SEC, Inc. 410 S. Orchard Sl. Suite 116 Boise, ID 83705 ph - 208.850.6576 1x - 208.887.7781 Steel Column Description : Front Canopy Column Projecl Title: Freddy's Rexburg Engineer: Steve Cornwell, P.E. Project Descr: ProlectID: S161140 Sp Wired 8 SEP 2016. 1 52P File W61140heddvs.Me Steel Section Properties : HSS4x4x114 Depth = 4.000 In I xx = 7.80 ill J = 12.800 104 S xx = 3.90 InA3 Width = 4.000 In Ru = 1.520 In Wall Thick 0.250 in Zx = 4.690 103 Area = 3.370 inA2 1 yy = 7.800 in A4 C = 6.560 inA3 Weight = 12.161 pl1 Syy = 3.900 inA3 R yy = 1.520 in Yrg = 0.000 in o, M -x Loads a; 0 0 n F 2 Loads are total entered value. Avows do not reflect absolute direction. SEC, Inc. 410 S. Orchard St, Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7781 Project Title: Freddy's Rexburg Engineer: Steve Cornwell, P.E. Project Descr: ProlectID: 5161140 File = S:&ercak Data FileskSteves ENERCALC Data FiWENERGALC Data Files%161140freddys.ec6 Steel Base Plate ENERCALC, INC. 1963-2016, Build 6.16.6.7, Ver6.16.6.7 Description: Frant Entry Canopy I Code References Base Calculations per AISC Design Guide # 1, IBC 2012, CBC 2013, ASCE 7.10 Load Combination Set: ASCE 7-10 General Information Material Properties AISC Design Method Load Resistance Factor Design (1) c : LRFD Resistance Factor Steel Plate Fy = 36.0 ksi Concrete Support f = 2.50 ksi Assumed Bearing Area :Full Bearing Allowable Bearing Fp per J8 Column 8 Plate Column Properties Steel Section: HSS4x4xl/4 Depth 4 in Width 4 in Flange Thickness 0.233 in Web Thickness In Plate Dimensions N : Length 10.0 in B: Width 10.0 in Thickness 0.750 in Column assumed welded to base plate. Area 3.37 inA2 Ixx 104 lyy inA4 Support Dimensions Width along "X" 16.0 in Length along'Z' 16.0 in 0 3.40 ksi Applied Loads +P P -Y V•Z M -X - f� +Mx D : Dead Load ....... 2.10 k k kdt +X +X n L Live....... k k kdt,¢ Lr: Roof Live......... k k k -ft S: Snow ................ 4.90 k k k -ft -" W: Wind ................ k 0.420 k 4.20 k -ft - +VZ E: Earthquake .............. k k k -ft - H : Lateral Earth......... k k k -ft +Z - +Z 'P"=Gravity load, '+' sign is downward. "+^ Moments create higher soil pressure at+Z edge. '+" Shears push plate towards +Z edge. Anchor Bolts Anchor Bolt or Rod Description 3l4' Max of Tension or Pullout Capacity........... 10 k Shear Capacity ......................................... k Edge dislance: bolt to plate............ ....... 1.50 in Number of Bolls; In each Row ................... 2.0 Number of soft Rows ........................ 1.0 61 SEC, Inc. 410 S. Orchard St. Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7781 Steel Base Plate YIK P; Description : Fran( Entry Canopy Column Base Plate Project Title: Freddy's Rexburg Engineer: Steve Cornwell, P.E. Project Descr: File = S:IEriercalc GOVERNING DESIGN LOAD CASE SUMMARY Plate Design Summary Loading Design Method Load Resistance Factor Design Governing Load Combination +0,90D+W+0.90H Governing Load Case Type Axial +Moment, U2 < Eccentricity, Tension on B( Design Plate Size 10" x 10" x 0.314" Pu: Axial ......... 1.890 k Mu: Moment ........ 4.200 k -ft Load Comb.: +1.40D+1.60H Loading 3.100 in Pu: Axial ......... 2.940 k Design Plate Height......... 10.000 in Design Plate Width..,....,. 10.000 in Will be different from entry dparbal bearing used 0.010 in Al : Plate Area ......... 100.000 In"2 A2: SupportArea.................. 256.000 102 sgn(A2/At ) 1.600 Distance for Moment Calculation ' m" ..................... 3.100 in ' n' ..................... 3.100 In X .............................. 0.000 102 Lambda ...................... 0.000 n' ........................................ 0.010 in n' Lambda .................................. 0.000 In L = max(m, n, n") ......................... 3.100 in Load Comb.: +1.20D+0.50Lr+1.60L+1.60H Loading Pu: Axial ......... 2.520 k Design Plate Height......... 10.000 in Design Plate Width ......... 10.000 in WI be different ham entry dp hat bearing used 0.000 Al :Plate Area., 100.000 In"2 A2: Support Area .................. 256.000 In"2 sgrt( A2/Al ) 1.600 Distance for Moment Calculation " m' ..................... 3.100 in .n* ..................... 3.100 In X .............................. 0.000 InA2 Lambda ...................... 0.000 n' ............................-.......... 0.010 in n" Lambda .................................. 0.000 in L = max(m, n, n") ......................... 3.100 in Mu: Max. Moment ..................... fb: Max. Bending Stress ............... Fb : Allowable: Bending Stress Ratio but : Max. Plate Bearing Stress .... Fp: Allowable : min( 0.B5'rc'sgft(A21A1), 1.7' fc)'Phi Bearing Stress Ratio Tension In each Bolt ................... Allowable Bolt Tension ............... Tension Stress Ratio Bearing Stresses Fig: Allowable .................. fu: Max. Bearing Pressure Stress Rate .... Plate Bendina Stresses Mmax = Fu' L'212 ......... fo : Actual .......................... Fb : Allowable ................... Stress Ratio .... Bearing Stresses Fp: Allowable .................. fu: Max. Bearing Pressure Stress Ratio .... Plate Bending Stresses Mmax = Fu' L"212 ........ fb : Actual ......................... Fb : Allowable .................. Stress Ratio ... Project ID: S161140 Pnr eel BSEP 1.981 k -In 14.086 ksi 32.400 ksi 0.435 Bending Stress OK 2.040 ksi 2.040 last 1.000 Bearing Stress OK 2.500 3.000 0.833 Axial Load Only, No Moment 2.040 ksi U29 ksi 0.014 0.141 k -in 1.005 ksi 32.400 ksi 0.031 Axial Load Only, No Moment 2.04oksi 0.025 ksi 0.012 0.121 k -in 0.861 ksi 32.400 ksi 0.027 Q SEC, Inc. Project Title: Freddy's Rexburg r.a 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: S161140 Boise, ID 83705 Project Descr: ph - 208.850.6576 63 fx - 208.887.7781 sleVe secidaho.com Ringed 8SEP 2016.152PH File = S:tEnmuk Data FiIWSteves ENERCALC Data FilWENERCALC Data Files1061140rreddys.w6 Steel Base Plate ENERCALC, INC. 19812016, Build:6.16.6.7, Ver:6.16.6.7 Description : Frant Entry Canopy Column Base Plate Load Comb.: +1.20D+1.60L+0.505+1.60H Axial Load Only, No Moment Loading 3.1001n Bearing Stresses 3.100 in Pu :Axial ......... 4.970k Fp:Allowable ............................... 2040 ksi Design Plate Height........ 10.000 in fu : Max. Bearing Pressure 0.050 ksi Design Plate Width......... 10.000 in Stress Ratio ....................... 0.024 will be deerem from entry dpadml bearing used Plate Bending Stresses At :Plate Area ......... 100.000 i02 Mmax = Fu' LA212 ................... 0.239 k -in A2: Support Area .................. 256.000 inA2 fb: Actual ................................ 1.698 ksi sgrt(A2IA1) 1.600 Fb:Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.052 Distance for Moment Calculation ' m' ..................... 3.1001n ' n' ..................... 3.100 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n' ........................................ 0.040 in n' Lambda .................................. 0.000 In L = max(m, n, n") ......................... 3.100 in Load Comb.: +1.20D+1.60Lr+0.50L+1.60H Axial Load Only, No Moment Loadin 3.100 in Bearing Stresses 3.100 in Pu: Axial......... 2.520 k Fp: Allowable ............................... 2.040 ksi Design Plate Height......... 10.000 in fu: Max. Bearing Pressure 0.025 ksi Design Plate Width ......... 10.000 In Stress Ratio ....................... 0.012 Will be different from enlry d parlial oaring used Plate Bending Stresses At : Plate Area ......... 100.000 102 Mmax = Fu' LA212 ................... 0.121 k -in A2: Support Area .................. 256.000 inA2 fb: Actual ........................... ..... 0.861 ksi sqn( A2/Al ) 1.600 Fb: Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.027 Distance for Moment Calculation " m' ..................... 3.100 in ' n' ....................1 3.100 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n' ........................................ 0.010 in n" Lambda .................................. 0.000 in L = maxim, n, n") ......................... 3.100 in Load Comb.: +1.20D+1.60Lr+0.50W+1.60H Loading 0.773 k Pu: Axial ......... 2.520 k Mu: Moment ........ 2.100 k -ft Ewenblcity ........................ 10.000 In Al: Plate Area ......... 100.000 102 A2 : Support Area ..................... 256.000 102 sgrt(A21A1) 1.600 Calculate plate moment from bearing ... ' m' ..................... 3.100 in 'A' : Bearing Length 0.399 in Mpl: Plate Moment 0.101 k -In Axial Load+ Moment, Ecc. > U2 Calculate Dlale moment from bolt tension Tension per Boit.......................... 0.773 k Tension : Allowable .................... 3.000 k Stress Ratio .................... 0.258 Dist. from Bolt to Col. Edge ............. 1.600 in Effective Bolt Width for Bending ..... 6.400 in Plate Moment from Boll Tension ....... 0.386 k4n Bearing Stresses Fp; Allowable ............................... 2.040 ksl fu: Max. Bearing Pressure (set equal to Fp) Stress Ratio .................... 1.000 Plate Bendino Stresses Mmax.......................................... 1.206 k -in Ib : Actual ................................ 8.579 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.265 SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: 5161140 Boise, ID 83705 Project Descr: / ph - 208.850.6576 O fx - 208.887.7781 sieve secidaho.com Pdnuid BSEP 2016. 152Pid Steel Base Plate File=S:lEnerralc Data FileslSteves ENERCALC Data FilesIENERCALC Data Fles1161140freddys.ec6 ENERCALC, INC. 1983-2016. BuildS.16.6.7, Ver 6.16.6.7 1111 a Description : Frant Entry Canopy Column Base Plate Load Comb.: +1.200+1.60Lr-0.50W+1.60H Axial Load +Moment, Ecc. > U2 1.940109 Calculate plate moment from boll tension ... Pu: Axial ......... 2.520 k Tension per ott.......................... 0.773 k Mu: Moment 1111.... 2.100 k-fl Tension: Allowable .................... 3.000k Eccentricity ........................ 10.000 in Stress Ratio .................... 0.258 Al : Plate Area ......... 100.000 in-2 A2: Support Area ..................... 256.000 102 Dist. from Bolt to Col. Edge ............. 1.600 in sgrt(A21A1) 1.600 Effective Bolt Width for Bending ..... 6.400 In Plate Moment from Boll Tension ....... 0.386 k-in Calculate plate moment from bearing ... ' m' ..................... 3.100 in Bearing Stresses "A': Bearing Length 0.399 in Fp: Allowable ............................... 2.040 ksl MPI: Plate Moment 0.101 k-In fu: Max. Bearing Pressure (set equal to Fp) Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 1.206 Wn fb : Actual................................ 8.579 ksi Fib: Allowable................................ 32.400 ksi Stress Ratio .................... 0.265 Load Comb.: +1.20D+0.50L+1.605+1.60H Axial Load Only, No Moment Loading Bearing Stresses--------- ------------- Pu: Axial......... 10.360 k Fp: Allowable ............................... 2.040 ksi Design Plate Height......... 10.000 in fu : Max. Bearing Pressure 0.104 test Design Plate Width......... 10.000 in Stress Ratio ....................... 0.051 Will be different rreei entry Irpatliat bearing used Plate Sending Stresses At :Plate Area ......... 100.000 inA2 Mmax=Fu'L"212................... 0,498 k-in A2: Support Area.................. 256.000 1,A2 fb; Actual ................................ 3.540 ksl sgrt(A2/Al) 1.600 Fla :Allowable .............................. 32.400 ksi Stress Ratio ..................... 0.109 Distance for Moment Calculation ' m' .1-111. ..... I ...... 3.100 in " n'..................... 3.100 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n'........................................ 0.110 in n" Lambda .............................._.. 0.000 in L = maxim, n, n") ................... ..... 3.100 in Load Comb.: +1.20D+1.60S+0.50W+1.60H Axial Load+Moment, Ecc.> U6 and Ecc. <L/2 Loading Bearino Stresses Pu :Axial ......... 10.360 k Fp: Allowable 111........1................... 2.040 ksi Mu: Moment........ 2.100 k-ft fu: Max. Bearing Pressure 0.207 list Eccentricity ........................ 2.432 in Stress Ratio .................... 0.102 Al :Plate Area ......... 100.000 102 Plate Sending Stresses A2: Support Area..................... 256.000102 Mmaxl= Fu' MA 212................. 0.893 k-in sgrt(A21A1) 1.600 Mmax2= Fu' nA212.................. 0.486 k-in Mmax.......................................... 0.893 k-in Distance for Momen( Calculation fb: Actual................................ 6.348 ksi ' m'..................... 3.100 in Fb: Allowable ........................... 1111. 32.400 ksi ' n'..................... 3.400 in Stress Ratio .................... 0.196 SEC, Inc. 410 S. Orchard St. Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7781 Steel Base Plate Description: Frant En try Canopy Column Base Plate Load Comb.: +1.2OD+1.6OS-O.5OW+1.6OH Loading Pu : Axial......... Pu: Axial ......... 10.360 k Mu: Moment........ 2.100 k -R Eccentricity ......................- 2.432 in At : Plate Area......... 100.000 InA2 A2: SupportArea ..................... 256.000 InA2 sgrt( A2/Al ) 1.600 Distance for Moment Calculation ' m' .......I ............. 3.100 in ' n' ..................... 3.400 In Load Comb.: +1.2OD+O.5OLr+O.5OL+W+1.6OH Loadino Tension : Allowable .................... Pu : Axial......... 2.520 k Mu: Moment......,, 4.200 k -ft Eccentricity ........................ 20.000 in At :Plate Area ......... 100.000 In A2 A2 : Support Area ..................... 256.000 In A2 sqd( A21A1 ) 1.600 Calculate plate moment from bearing .. . "m ...................... 3.100 in "A" : Bearing Length 0.702 in Mpl: Plate Moment 0.171 k -in Load Comb.: +1.2OD+O.5OLr+O.5OL-W+1.6OH Loadin Tension : Allowable .................... Pu: Axial......... 2.520 k Mu: Moment........ 4.200 k -ft Eccentricity ........................ 20,000 in Al :Plate Area ......... 100.000 102 A2 : Support Area ..................... 256.000 inA2 sgn(A?JAI ) 1.600 Calculate plate moment from bearing ... " m'.. I ... I ......... 3.100 in 'A": Bearing Length 0.702 In Mpl: Plate Moment 0.171 k -in Project Title: Freddy's Rexburg Engineer: Steve Cornwell, P.E. Project Descr: Project ID; S161140 Axial Load+ Moment, Ecc. > U6 and Ecc. < U2 Bearing Stresses Fp: Allowable ............................. fu : Max. Bearing Pressure Stress Ratio ................. Plate Bending Stresses Mmaxt = Fu' W2/ 2 ................. Mmax2 = Fu' 0212 .................. Mm a x .......................................... fb : Actual ................................ Fb : Allowable .............................. Stress Ratio ................. Calculate plate moment from boll tension 2.040 ksi 0.207 ksi 0.102 0.893 k -in 0.486 k -in 0.893 k -in 6.348 ksi 32.400 ksi 0.196 Axial Load + Moment, Ecc. > U2 Tension per Bolt .......................... 2.322 k Tension : Allowable .................... 3.000 k Stress Ratio .................... 0.774 Dist. from Balt to Col. Edge ............. 1.600 in Effective Bolt Width for Bending ..... 6.400 In Plate Moment from Bolt Tension ....... 1.161 k -in Bearino Stresses Fp: Allowable ............................... 2.040 ksi fu: Max. Bearing Pressure (set equal to Fp) Stress Ratio .................... 1.000 Plate Bending Stresses 1.600 in Mmax.......................................... 2.053 k -in fb:Actual................................ 14,601 ksi F6 : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.451 Axial Load+ Moment, Ecc. > U2 Calculate Dlate moment from boll tension Tension per Bolt .......................... 2.322 k Tension: Allowable .................... 3.000 k Stress Ratio .................... 0.774 Dist. from Boil to Col. Edge ............. 1.600 in Effective Bolt Width for Bending ..... 6.400 in Plate Moment from Bolt Tension....... 1.161 k -In Bearino Stresses Fp : Allowable ............................... 2.040 ksi to : Max. Bearing Pressure (set equal to Fp) Stress Ratio .................... 1.000 Plate Bending Stresses Morax .......................................... 2.053 k -in to:Actual ............................., 14.601 ksi Flo: Allowable .............. .......... .... ,.. 32.400 ksj Stress Ratio .................... 0.451 SEC, Inc. 410 S. Orchard St. Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7781 Steel Base Plate Description : Load Comb.: +1.20D+O.50L+0.50S+W+1.60H Project Title: Freddy's Rexburg Engineer: Steve Cornwell, P.E. Project Descr: Emfc* Data FileOteves ENERCALC Dela File ENERCAL( ProlectlD: 5161140 T Axial Load+ Moment, Ecc. > U2 Loading Calculatelate moment from bolt tension. Pu: Axial......... 4.970k ensign per oft ...................._.... Mu: Moment........ 4.200 k -h Tension: Allowable .................... Eccentricity ........................ 10.141 In stress Ratio .................... Al: Plate Area ......... 100.000 W2 A2: SupportArea..................... 256.0001nA2 Dist. from Bolt to Col. Edge............. sgrt(A21A1) 1.600 Effective Bolt Width for Bending ..... Plate Moment from Solt Tension ....... Calculate plate moment from bearing ... ' m' ..................... 3.100 in Bearing Stresses W: Bearing Length 0.808 in Fp: Allowable ............................... Mpl : Plate Moment 0.194 k -in fu: Max. Bearing Pressure Stress Ratio .................... Plate Bending Stresses Mmax.......................................... f1: Actual ................................ Fb : Allowable ................................ Stress Ratio .................... Load Comb. :+1.20D+0.50L+0,50S-W+1.60H 1.633 k 3.000 k 0.544 1.600 in 6.400 in 0.817 k -in 2.040 ksi ( set equal to Fp) 1.000 2.332 k -in 16.581 ksl 32.400 ksi 0.512 Axial Load + Moment, Ecc. > U2 Loading Calculate &late moment from bolt tension ... Pu Axial ......... 4.970 knsionperBo Mu: Moment........ 4.200 k -ft Tension : Allowable .................... Eccentricity ........................ 10.141 in Stress Ratio .................... Al : Plate Area ......... 100.000 102 A2: Support Area ..................... 256.000 W2 Dist. from Balt to Cal. Edge............. sgrt(A21A1) 1.600 Effective Boll Width for Bending..... Plate Moment Irom Boil Tension ....... Calculate Plate moment from bearing ... ' m' .............. I ... ... 3.100 In Bearing Stresses 'A' : Bearing Length 0.808 in Fp: Allowable ............................... Mpl : Plate Moment 0.194 k -in fu : Max. Bearing Pressure Stress Ratio .................... Plate Bending Stresses Mmax.......................................... fb : Actual ................................ Fb : Allowable ................................ Stress Ratio .................... Load Comb.: +1.20D+0.50L+0.20S+E+1.60H Loading Bearing Stresses Pu: Axial......... 3.500k Fp: Allowable ............................... Design Plate Helght......... 10.000 in fu : Max. Bearing Pressure Design Plate Width ......... 10.000 in Stress Ratio ....................... Will be dlNerent from entryd partial hearing used Plate Bending Stresses Al : Plate Area........, 100.000 inA2 Mmax = Fu' L"212 ................... A2: Support Area .................. 255,000 W2 fb:Actual..... ..................... ...... sgrt(A21A1) 1.600 Fb:Allowable .............................. Stress Ratio ..................... Distance for Moment Calculation ' m' ..................... 3.100 in In" ......... I .......... 3.100 in X .............................. 0.000 inA2 Lambda ...................... 0.000 n' ........................................ 0.020 In n- Lambda .................................. 0.000 in L = maxim, n, n") ......................... 3.100 in 1.633 k 3.000 k 0.544 1.600 in 6.400 In 0.817 k -in 2,040 ksi ( set equal to Fp ) 1.000 2.332 k -in 16.581 ksi 32.400 ksi 0.512 Axial load Only, No Moment 2.040 ksi 0.035 ksi 0.017 0.168 k -in 1.196 ksi 32.400 ksi 0.037 I i I I I SEC, Inc. 410 S. Orchard Sl. Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7781 Steel Base Plate Description: Load Comb.: +1.20D+0.50L+0.205-E+1.60H Loadin Pu : Axial ......... Design Plate Height......... Design Plate Width ........, Will be different from entry dpaNal bearing used Al : Plate Area ......... A2: Support Area .................. sqd( A2/A1 ) Distance for Moment Calculation ' m' ..................... n., ....... I........... X.............................. Lambda ...................... n' ........................................ n'' Lambda .................................. L= maxim. n, n") ......................... Load Comb.: +0.90D+W+0.90H Loading Pu :Axial ........, Mu : Moment........ Eccentricity.. At :Plate Area ....... A2: Support Area., sqd(A2/A1 ) Calculate Plate moment from bearing ... 'm" ................. I... 'A': Bearing Length Mpl: Plate Moment Load Comb.: +0.900-W+0.90H Loading Pu : Axial ......... Mu: Moment ....... Eccentricity.. A7 : Plate Area ....... A2 : Support Area .. sgrq A21Ai ) Calculate plate moment from bearing ... 'A": Bearing Length Mpl : Plate Moment 3.500 k 10.000 in 10.000 in 100.000 !n"2 256.000 !n"2 1.600 3.100 in 3.100 In 0.000 in"2 0.000 0.020 in U00 in 3.100 in 1.890 k 4.200 k -k 26.667 in 100.000 in"2 256.000 in"2 1.600 Project Title: Freddy's Rexburgp Engineer: Steve Comwell, P.E Project Descr: Ale= SAEnercalc Data I Bearing Stresses Fp: Allowable .................. to : Max. Bearing Pressure Stress Ratio.... Plate Bending Stresses Mmax = Fu' L"212 ......,_. fb : Actual .......................... Fb :Allowable .................. Stress Ratio .... Protect ID: S161140 6� Printed 88EP 2016. 152P61 =RCALC Data Filesls161140freddyssc6 .19612016, BuikP6.16.6.7, Ved6.16.6.7 Axial Load Only, No Moment 2.040 ksi 0.035 list 0.017 0.168 k -in 1.196 ksi 32A00 ksi 0.037 Axial Load+ Moment, Ecc. > L12 Calculate platpere moment from boll tension .. . ee o8 .......................... Tension: Allowable .................... Stress Ratio .................... Dist. from Bolt to Col. Edge ............. Effective Bolt Width for Bending ..... Plate Moment from Bolt Tension ....,.. 3.100 in Bearing Stresses 0.676 In Fp:Allowable ............................... 0.165 k -In to : Max. Bearing Pressure Stress Ratio .................... Plate Bending Stresses Mmax.......................................... fb: Actual ................................ Flo: Allowable ................................ Stress Ratio .................... Calculate Dlate moment from boll tension 2.500 k 3.000 k 0.833 1.600 In 6.400 In 1.250 k -in 2.040 ksi ( set equal to Fp) 1.000 1.981 k -In 14.066 ksi 32.400 ksi 0.435 Axial Load+ Moment, Ecc. > L12 1.890k Tension per Bolt .......................... 2.500k 4.200 k -fl Tension: Allowable .................... 1000k 26.667 in Stress Ratio .................... 0.833 100.000 in"2 256.000 In"2 Dist. from Bolt to Col. Edge ............. 1.600 In Effective Bolt Width for Bending..... 6.400 in 1.600 Plate Moment from Boll Tension ....... 1.250 k -in 3.100 in Bearing Stresses 0.676 in Fp: Allowable ............................... 2.040 list 0.165 k -in fu: Max. Bearing Pressure (set equallo Fp/ Stress Ratio .................... 1.000 Plate Bending Stresses Mmax.......................................... 1.981 k -in ib : Actual ................................ 14.086 ksi Fb : Allowable ................................ 32.400 ksi Stress Ratio .................... 0.435 SEC, Inc. 410 S. Orchard St. Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7781 � Steel Base Plate Description : Frant Entry Canopy Column Base Plate Load Comb.: +0.90D+E+0.90H Loading Pu : Axial ......... Design Plate Height......... Design Plate Width......... Wit) be different from entry ifpadtal bearing used Al :Plate Area......... A2: Support Area .................. sgrt( A2/A1 ) Distance for Moment Calculation ' m' ..................... ' n' ..................... X.... ............. I ...... ,..... Lambda ...................... n' ......... ........... .1, .......... ....... n" Lambda .................................. L= maxim, n, n') ......................... Load Comb.: +0.90D-E+0.90H Loading Pu: Axial ......... Design Plate Height......... Design Plate Width......... Will be different train entry 1partial basing used At : Plate Area ......... A2: Support Area .................. sgrt(A2JA1 ) Distance for Moment Calculation m, ..,I ..... I........... . n ' ...,........I........ X.............................. Lambda ...................... n' ........................................ n' Lambda .................................. maxim, n, n")., ................... 1.890 k 10.000 In 10.000 in 100.000 in"2 256.000 1n"2 1.600 3.100 In 3.100 in 0.000 In"2 0.000 0.010 in 0.000 in 3.100 In 1.690 k 10.000 in 10.000 in 100.000 in"2 256.000 in"2 1.600 3.100 in 3.100 in 0.000 10"2 0.000 0.010 in 0.000 in 3.100 in Project Title: Freddy's Rexburg Engineer: Steve Cornwell, P.E. Project Descr: File = S:IEnercak Data Bearing Stresses Fp:Allowable ................... fu : Max. Bearing Pressure Stress Ratio ..... Plate Bending Stresses Mmax = Fu' L"212 .......... fb : Actual .......................... Flu: Allowable .................... Stress Ratio ....� Bearing Stresses Fp: Allowable ................... fu: Max. Bearing Pressure Stress Ratio ..... Plate Bending Stresses Mmax = Fu' L"212 .......... @ : Actual ........................... Fib: Allowable .................... Stress Ratio ..... Prolectl0: S161140 6� Printed 8 SEP 2016 1 52F61 ENERCALC Data File@15161140keddys.ec6 �INC .199.3-2176, Bu.ild}�.6[.�16.6.7, Ver6.19.6 7 uLL�3NYV��iG1 Axial Load Only, No Moment 2.040 ksi 0.019 ksi 0.009 0.091 k -in 0.646 ksi 32.400 ksl 0.020 Axial Load Only, No Moment 2.040 ksi 0.019 ksi 0.009 0.091 k -in 0.646 ksi 32.400 ksi 0.020 Client Lcfit/ Date Bell- f� Project Tel �5 feg�wr� Job No. 5161(q STRUCTURAL ENGINEERING � Sheet 69 of CONSULTANTS Engineer - ,C)3 b JAA 6q 8 - ML) r4,& �5L, d,� 1� fG 1 K 16. 1. 14, A ov .. w 12 13—"Ls z G, Lv�v� SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: S161140�� Boise, ID 83705 Project Descr: ph - 208.850.6576 fx - 208.887.7781 General Footing Description : Front Entry Column Fooling Code References File =8TE rca'c Dala FIeslStevm ENERCP 8 SEP 2016. 2 Builds.16.6. Calculations per ACI 316-11, IBC 2012, CBC 2013, ASCE 7.10 px : parallel to X -X Axis = Load Combinations Used: ASCE 7-10 pz : parallel to Z -Z Axis = 19.O in Height - General Information Rebar Centeriine to Edge of Concrete... at Bottom of footing = Material Properties Soil Design Values Cc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf (y Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 300.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.350 W Values Flexure = 0.90 Shear = 0.850 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.50 ft Min Steel % Bending Reinf. = Allow press, increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safely Factor = 1.50 :1 Increases based on footing plan dimension Add Fig Wt for Soil Pressure Yes Allowable pressure increase per fool of depth Use fig wt for stability, moments & shears Yes = when max. length or width is greater than ksf Add Pedestal Wt for Soil Pressure Yes it Use Pedestal wt for stability, mom & shear Yes Dimensions _ Width parallel to X -X Axis = 3.50 it Length parallel to Z -Z Axis = 3.50 it z Footing Thickness = 12.0 in t-—F-1ly � Pedestal dimensions... px : parallel to X -X Axis = 19.0 in pz : parallel to Z -Z Axis = 19.O in Height - 24.0 in Rebar Centeriine to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcin Bars parallel to X -X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis Number of Bars = 4.0 Reinforcing Bar Size = If 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a If Bars required within zone n/a # Bars required on each side of zone n/a 3Bva P : Column Load = 2.10 4.90 k OB : Overburden = 0.110 ksf M-xx = k -ft M-zz = 4.150 k -ft V -x = 0.420 k V -z = k SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: 5161140 Boise, ID 83705 Project Descr: 1 ph - 208.850.6576 fx - 208.887.7781 steve secidaho.com Pncted BSEP 2016 2 09P CnBfie�Bi Footing File= S1Enmaic Data RaOteves ENERCALC Data FlesIENERCALC Data Filems161140aeddys.ec6 g ENERCALC, INC. 19113-2016, Buildl616.6.7, Ver.6.16.6.7 t:tt a Description: Front Entry Column Footing DESIGN SUMMARY o • Min. Ratio hem Applied Capacity Governing Load Combination PASS 0.7320 Soil Bearing 1.098 ksf 1.50 ksf +D+0.750L+0.7505+0.450W+H about Z-2 PASS n/a Overturning -X-X 0.0k -ft 0.0k -ft No Overturning PASS 1.836 Overturning -Z-Z 3.246 k -ft 5.959 k -ft +0.600+0.60W+0.60H PASS 13.063 Sliding -X-X 0.2520 k 3.292 k +0.60D+0.60W+0.60H PASS n/a Sliding -Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.04022 ZFlexure (+X) 0.5504 k -ft 13.684 k -ft +1.20D+1.605+0.50W+1.60H PASS 0.02984 ZFlexure (-X) 0.4084 k -ft 13.684 k -ft +1.200+0.50L+1.605+1.60H PASS 0.02984 X Flexure (+Z) 0.4084 k -ft 13.684 k -ft +1.20D+0.50L+1.605+1.60H PASS 0.02984 XFlexure (-Z) 0.4084 k -ft 13.684 k -ft +120D+0.50L+1.605+1.60H PASS 0.03160 1 -way Shear (+X) 2.686 psi 85.0 psi +120D+1.60S+0.50W+1.60H PASS 0.02262 1 -way Shear (-X) 1.923 psi 85.0 psi +1.20D+0.50L+1.605+1.6bH PASS 0.02262 1 -way Shear (+Z) 1.923 psi 85.0 psi +1.20D+0.50L+1.605+1.60H PASS 0.02262 1 -way Shear (-Z) 1.923 psi 85.0 psi +1.20D+0.50L+1,605+1.60H PASS 0,03534 2 -way Punching 6.008 psi 170.0 psi +1.200+0.50L+1,605+1.60H Detailed Results Soil Bearing _ X -X. X -X. X -X. X -X, X -X. X -X, X -X. X -X, X -X. X -X. X -X. X -X, X -X, Z -Z. Z -Z. Z -Z, Z -Z. Z -Z. Z -Z. Z -Z. Z -Z. Z -Z. Z -Z. Z -Z. Z -Z. Z -Z. Gross Allowable -Z Too.+Z 0.2780 n/a rue n/a n/a nla n/a n/a We n/a n/a n/a n/a n/a 0.2780 n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a nla n/a n/a Left, -x Right,+X Ratio n/a n/a 0.309 n/a n/a 0.309 n/a n/a 0.309 n/a n/a 0.576 n/a n/a 0.309 n/a n/a 0.509 We n/a 0.309 n/a n/a 0.309 n/a n/a 0.309 n/a n/a 0.509 n/a n/a 0.509 We n/a 0.185 n/a n/a 0.185 0.4633 0.4633 0.309 0.4633 0.4633 0.309 0.4633 0.4633 0.309 0.8633 0.8633 0.576 0.4633 0.4633 0.309 0.7633 0.7633 0.509 0.01659 0.9099 0.607 0.4633 0.4633 0.309 0.1283 0.7983 0.532 0.4283 1.098 0.732 0.7633 0.7633 0.509 0.0 0.8041 0.536 02780 0.2780 0.185 Rotation Axis 8 Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X -X. +D+H None 0.0 k -ft Infinity OK X -X. +D+L+H None H k -fl Infinity OK X -X. +D+Lr+H None 0.0 k -ft Infinity OK X -X. +D+S+H None 0.0 k -ft Infinity OK X -X, +0+0.750Lr+0.750L+H None 0.0 k -ft Infinity OK X -X, +0+0.750L+0.750S+H None 0.0 k -ft Infinity OK X-X,+M.60W+H None 0.0k -h Infinity OK X-X.+D+0.70E+H None 0.0k -ft Infinity OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0k -ft Infinity OK X-X.+D+0.750L+0.750S+0.450W+H None 0.0k -ft Infinity OK eral Footing Description SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: S161140 Boise, ID 83705 Project Descr: 91 ph - 208.850.6576 fx - 208.887.7781 Rin@d BSEP 2016.2 Bullds.l Rotation Axis & 4.086 k No Slidina OK 0.0 k Load Combination... Overturning Moment Resisting Moment Stability Rolla Status X -X. +D+0.750L+0.750S+0.5250E+H None 0.0 k -ft Infinity OK X -X. +0.60D+0.60W+0.60H None 0.0 k -ft Infinity OK X -X. +0.60D+0.70E+0.60H None 0.0 k -fl Infinitv OK Z -Z. +D+H None 0.0 k -h Infinity OK Z-Z.+D+L+H None 0.0k -ft Infinity OK Z -Z, +O+Lr+H None 0.0 k-fi Infinity OK Z -Z, +D+S+H None 0.0 k -ft Infinity OK Z-Z,+D+0.750Lr40.750L+H None 0.0k -fl Infinity OK Z -Z. +D+0.750L+0.750S+H None 0.0 k -ft Infinity OK Z -Z. +D+0.60W+H 3.246 k -ft 9.931 k -ft 3.060 OK Z -Z. +D+070E+H None 0.0 k -ft Infinity OK Z -Z. +D+0.750Lr+0.750L+0.450W+H 2.435 k -ft 9.931 k -fl 4.079 OK Z-Z,+D+0.750L+0.750S+0.450W+H 2.435k -ft 16.363k -fl 6.721 OK Z-Z,+D+0.750L+0.750S40.5250E+H None 0.0k-fi Infinity OK Z -Z, 460D40.60W4601-1 3.246 k -ft 5.959 k -ft 1.836 OK Z -Z. +0.60D40.7OE40,60H None 0.0 k -fl Infinity OK coal..,. er,ome., OK 0.0 k 4.086 k All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Z -Z. +D+0.750L+0.750S+0.450W+H Z -Z. +D+0.750L+0.750S+0.5250E+H Z -Z. +0.600+0.60W+0.60H Z-Z.+0.60D+0.70E+0.60H Z -Z. +0+0.60W+H Z -Z. +D+0.70E+H Z -Z, +D+0.750Lr+0.750L+0.450W+H Footing Flexure 0.0 k 4.086 k No Slidina OK 0.0 k 4.086 k No Slidina OK 0.0 k 4.086 k No Slidina OK 0.0 k 5.801 k No Slidina OK 0.0 k 4.086 k No Slidina OK 0.0 k 5.373 k No Slidina OK 320 k 4.086 k 16.215 OK 0.0 k 4.086 k No Slidina OK 390 k 4.086 k 21.620 OK 390 k 5.373 k 28.426 OK 0.0 k 5.373 k No Slidina OK 520 k 3.292 k 13.063 OK 0.0 k 3.292 k No Slidina OK 0.0 k 4.086 k No Slidina OK 0.0 k 4.086 k No Slidina OK 0.0 k 4,086 k No Slidina OK 0.0 k 5.801 k No Slidina OK 0.0 k 4.086 k No Slidina OK 0.0 k 5.373 k No Slidina OK 0.0 k 5.373 k No Slidina OK 0.0 k 5.373 k No Slidina OK 0.0 k 3.292 k No Slidina OK 0.0 k 3.292 k No Slidina OK 0.0 k 4.086 k No Slidina OK 0.0 k 4.086 k No Slidina OK 0.0 k 4.086 k No Slidina OK Flexure Axis& Load Combination Mu k -ft Side Tension Surface As Req'd InA2 Gvm.As InA2 Actual As inA2 Phl'Mn k -ft Status X -X. +1,40D+1.60H 0.1338 +Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X -X. +1.40D+1.60H 0.1338 -Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X-X.+1,20D+0,50Lr+1.60L+1.60H 0.1147 +Z Bottom 0.2592 Min Tame% 0.3543 13.684 OK X -X. +1.20D40.50Lr+1.60L+1.60H 0.1147 -Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X -X. +1.20D+1.60L+0.50S+1.60H 0.2065 +Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X -X. +1.20D+1.60L+0,50S+1.60H 0.2065 -Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X -X. +1,20D+1.60Lr+0.50L+1.60H 0.1147 +Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X -X. +1.20D+1.60Lr+0.50L+1.60H 0.1147 -Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X -X. +1.20D+1.60Lr+0.50W+1.60H 0.1147 +Z Bottom 0.2592 Min Two % 0.3543 13.684 OK X -X. +1,20D+1.60Lr+0.50W+1.60H 0.1147 -Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X -X. +1.20D+0.50L+1.60S+1.60H 0.4084 +Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X -X. +1,20D+0.50L+1.605+1.60H 0.4084 -Z Bottom 02592 Min Temo % 0.3543 13.684 OK SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: S161140 Boise, 10 83705 Project Descc ph - 208.850.6576 fx - 208.887.7781 General Footing . i Description: Front Entry Column Footing _Footing Flexure_ Flexure Axis 8 Load Combination Mu k -h Side Tension Surface As Req'd 102 ENE RCALC INC'19834016, mM ,6�.1,6..6„.7 Ve�r.6a,a6...6.77 e Gvm. As Actual As PhPMn Status InA2 in A2 k -fl X -X, +1.20D+1.605+0.50W+1.60H 0.4084 +Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X -X, +1,20D+1.605+0.50W+1.60H 0.4084 -Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X -X, +1.20D+0.50Lr+0.50L+W+1,60H 0.1147 +Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.1147 -Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X -X. +1.20D+0,50L+0.50S+W+i.60H 0.2065 +Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X -X. +1.20D+0.50L+0.50S+W+1.60H 0.2065 -Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X -X. +1.20D+0.50L+0.205+E+1.60H 0.1514 +Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X -X. +120D+0.50L+0.205+E+1.60H 0.1514 -Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X-X.+0.90D+W+0,90H 0.08601 +Z Bottom 0.2592 Min Temo% 0.3543 13.684 OK X-X.+0.90D+W40,90H 0.08601 -Z Bottom 0.2592 Min Temp% 0.3543 13.684 OK X -X. +0.90D+E40.90H 0.08601 +Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK X -X. +0.90D+E40.90H 0.08601 -Z Bottom 0.2592 Min Temo % 0.3543 13.684 OK Z -Z. +1.40D+1.60H 0,1338 -X Bottom 0.2592 Min Temo % 0.3543 13.684 OK Z -Z. +1.40D+1.60H 0.1338 +X Bottom 0.2592 Min Temo % 0.3543 13.684 OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 0.1147 -X Bottom 0.2592 Min Temo % 0.3543 13.684 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 0.1147 +X Bottom 0.2592 Min Temo % 0.3543 13.684 OK Z -Z, +1.20D+1.60L+0.505+1.60H 0.2065 -X Bottom 0.2592 Min Temo % 0.3543 13.684 OK Z -Z, +1.200+1.60L+0.505+1.60H 0.2065 +X Bottom 0.2592 Min Temo % 0.3543 13.684 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 0.1147 -X Bottom 0.2592 Min Temp % 0.3543 13.684 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 0.1147 +X Bottom 0.2592 Min Temo % 0.3543 13.684 OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 0.02730 -X Too 0.2592 Min Temp % 0.3543 13.684 OK Z -Z, +1200+1.60Lr+0.50W+1.60H 0.2567 +X Bottom 02592 Min Temo % 0.3543 13.684 OK Z -Z. +1.20D+0.50L+1.605+1.60H 0.4084 -X Bottom 0.2592 Min Temp % 0.3543 13.684 OK Z -Z. +120D+0.50L+1.605+1.60H 0.4084 +X Bottom 0.2592 Min Temo % 0.3543 13.684 OK Z-Z,+1.200+1.605+0.50W+1.60H 0.2664 -X Bottom 0.2592 Min Tema % 0.3543 13.684 OK Z-Z.+1.20D+1.60S450W+1.60H 0.5504 +X Bottom 0.2592 Min Temp% 0.3543 13.684 OK Z -Z, +1.20D+0.50Lr40.50L+W+1.60H 0.1377 -X Too 02592 Min Temo % 0.3543 13.684 OK Z -Z. +1.20D+O.50Lr+0.50L+W+1.60H 0.4130 +X Bottom 0.2592 Min Temo % 0.3543 13.684 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.07751 -X Too 0.2592 Min Temo % 0.3543 13.684 OK Z -Z. +1.20D+0.50L40.50S+W+1.60H 0.4904 +X Bottom 0.2592 Min Temo % 0.3543 13.684 OK Z -Z, +1,20D-450L40.205+E+1.60H 0.1514 -X Bottom 0.2592 Min Temo % 0.3543 13.684 OK Z -Z. +1.20D+0.50L+0.20S+E+i.60H 0.1514 +X Bottom 0,2592 Min Temo % 0.3543 13.684 OK Z -Z. +0.90D+W+0.90H 0.1053 -X Too 0.2592 Min Temo % 0.3543 13.684 OK Z -Z. +0.90D+W+0.90H 0.4413 +X Bottom 0.2592 Min Temo % 0.3543 13.684 OK Z -Z, +0.90D+E+0.90H 0.08601 -X Bottom 0.2592 Min Temo % 0.3543 13.684 OK Z -Z, +0.90D+E+0.90H 0.08601 +X Bottom 0.2592 Min Temo % 0.3543 13.684 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi'Vn Status +1.40D+1.60H 0.6299 osi 0.6299 osi 0.6299 osi 0.6299 osi 0.6299 osi 85 osi 0.007411 OK +120D+0.50Lr+1.60L+1.60H 0.5399 osi 0.5399 osi 0.5399 osi 0.5399 osi 0.5399 osi 85 osi 0.006352 OK +1.20D+1.60L+0.505+1.60H 0.972 osi 0.972 osi 0.972 osi 0.972 psi 0.972 osi 85 osi 0.01144 OK +1,20D+1.60Lr+0.50L+1.60H 0.5399 osi 0.5399 osi 0.5399 osi 0.5399 osi 0.5399 osi 85osi 0.006352 OK +1.20D+1.60Lr+0.50W+1.60H 0.2234 psi 1.303 osi 0.5399 osl 0.5399 osi 1.303 osi 85 osi 0.01533 OK +1.200+0.50L+1.605+1.60H 1.923 osi 1.923 osi 1.923 osi 1.923 psi 1.923 osi 85 osi 0.02262 OK +1.20D+1.605+0.50W+1.6011 1.159 osi 2.686 osi 1.923 osi 1.923 osi 2.686 osi 85 osi 0.0316 OK +1.20D+0.50Lr+0.50L+W+1.60H 0.6611 osi 2.152 osi 0.5399 osl 0.5399 osi 2.152 osi 85 osi 0.02532 OK +1.20D+0.50L+0.50S+W+1.60H 0.5546 osi 2.499 osi 0.972 osi 0.972 psi 2.499 osi 85 osi 0.0294 OK +1.20D+0.50L+0.205+E+1.60H 0.7128 osi 0.7128 osi 0.7128 psi 0.7128 osi 0.7128 osi 85 psi 0.008386 OK +0.90D+W+0,90H 0.4958 osi 2.376 osi 0.405 osi 0.405 psi 2.376 osi 85 osi 0.02795 OK +0.90D+E+0.90H 0.405 osi 0.405 osi 0.405 osi 0.405 osi OA05 osi 85 osl 0.004764 OK Punching Shear All units k Load Combination.. Vu Phi'Vn Vu I Phi'Vn Status +1.40D+1.60H 1.969 psi 17Oosi 0.01158 OK +1.20D40.50Lr+1.60L+1.60H 1.687 psi 170osi 0.009925 OK +1,20D+1,60L+0.505+1.60H 3.038 osi 170osi 0.01787 OK +1.20D+1,60Lr+0.50L+1.60H 1.687 osi 170osi 0.009925 OK +1,20D+1.60Lr+0.50W+1.60H 1.687 osi 170osi 0.009925 OK +1.20D+0.501 -A605+1.6011 6.008 osi 170osi 0.03534 OK +1,20D+1.60S+0.50W+1.60H 6.008 osi 170osi 0.03534 OK +1.20D+0.50Lr40.50L+W+1.60H 1.832 osi 170osi 0.01078 OK +1,20D+0.50L-4505+W+1.60H 3.038 osi 170osi 0.01787 OK BOB Client Date Project reQ�y `S �ey6U 11 Job No. 16 ! I q I STRUCTURAL ENGINEERING CONSULTANTS Engineer 5LC- _ Sheet -?� of I'. G -39 I crc�t vu . u S�- y . t2� t L� A y (a�) 7- zr,3K- j SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: S161140 Boise, ID 83705 Protect Descr: ph - 208.850.6576 fx - 208.887.7781 General Footing Description: Grid 2.5 Interior Column Footing Code References = 14.910 E„NEEaReCA>L„aC, INC. 1983-2016, Vaer„.66.,1>6,.67I _ Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 pz : parallel to Z -Z Axis = 5.0 in Load Combinations Used: ASCE 7-10 0.0 in Rebar Centerline to Edge of Concrete... = 0.0 General Information 3.0 in 0.0 0.0 Material Properties 0.0 ksf Soil Design Values 0.0 f c : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 0.0 0.0 Shear = 0.850 Increases based on footing Depth = 0.0 Analysis Settings 0.0 Footing base depth below soil surface = 0.0 it Min Steel % Bending Reinf. = Allow press. increase per foot of depth = 0.0 ksf Min Allow % Temp Reinf. = 0.00180 when fooling base is below = 0.0 h Min. Overturning Safety Factor = 1.50: 1 Min. Sliding Safety Factor = 1.50: 1 Increases based on fooling plan dimension Add Flg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = when max. length or width is greater than 0.0 ksf Add Pedestal Wt for Soil Pressure No - 0.0 It Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X -X Axis = 5.750 It Length parallel toZ-ZAxis = 5.7501t Footing Thickness 12.0 in Pedestal dimensions... = 14.910 px : parallel to X -X Axis = 5.0 in pz : parallel to Z -Z Axis = 5.0 in Height - 0.0 in Rebar Centerline to Edge of Concrete... = 0.0 at Bottom of footing = 3.0 in Reinforcing Bars parallel to X -X Axis Number of Bars = 8 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 8 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a P: Column Load = 14.910 0.0 0.0 29.130 0.0 0.0 0.0 k OB: Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft V -x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V -z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k SEC, Inc. Project Title: Freddyy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Comwell, P.E. Project ID: S161140 Boise, ID 83705 Project Detect: ph - 208.850.6576 fx - 208.887.7761 sleveColsecidaho.com anIrea a sev zap 5 323PH General Footin RIe=S9Enemak Data FileslSteves ENERCALC Data FOWENERCALC Data Filesk 161140freddys.K6 g ENERCALC, INC. 19812016, Build:6.16.6.7, Ver.6.16.6.7 rri . Description ; Grid 2.5 Interior Column Footing DESIGN SUMMARY _ • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9847 Soil Bearing 1.477 ksf 1.50 ksf +O+S+H about Z -Z axis PASS We Overturning -X-X 0.0k -ft 0.0k -ft No Overturning PASS rue Overturning -Z-Z 0.0k -ft 0.0k -ft NoOvertuming PASS We Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6387 Z Flexure (+X) 6.936 k -ft 10.860 k -ft +1.20D+O.50L+1.60S+1,60H PASS 0.6387 Z Flexure (-X) 6.936 k -fl 10.860 k -A +1.20D+0.50L+1.60S+1.60H PASS 0.6387 X Flexure (+Z) 6.936 k -ft 10.860 k -ft +1.20D+0.50L+1.60S+1.60H PASS 0.6387 X Flexure (-Z) 6.936 k -ft 10.860 k -it +1.20D+0.50L+1.60S+1.60H PASS 0.4073 1 -way Shear (+X) 34.622 psi 85.0 psi +t.20D+0.50L+1.60S+1.60H PASS 0.4073 1 -way Shear (-X) 34.622 psi 85.0 psi +1.20D+0.50L+1,60S+1.60H PASS 0.4073 1 -way Shear (+Z) 34.622 psi 85.0 psi +1.20D+0.50L+l.60S+1.60H PASS 0.4073 1 -way Shear (-Z) 34.622 psi 85.0 psi +120D+0.50L+1.60S+1.60H PASS 0.7227 2 -way, Punching 122.857 psi 170.0 psi +1,20D+0.50L+1.60S+1,60H Detailed Results 1,257 1.257 We n/a 0.838 Rotation Axis & Load Combination... Gross Allowable Xecc ZeccActual (in) Soil Bearing Stress @a, Location Bottom, -Z Top, +Z Left, -X Right, +X Actual I Allow Ratio X -X. +D+H 1.50 We 0.0 0.5960 0.5960 We n/a 0.397 X -X, +D+L+H 1.50 n/a 0.0 0.5960 0,5960 n/a n/a 0.397 X -X. +D+Lr+H 1.50 n/a 0.0 0.5960 0.5960 n/a n/a 0.397 X-X,+D+S+H 1.50 n/a 0.0 1.477 1.477 We n/a 0.985 X-X.+D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.5960 0.5960 n/a nla 0.397 X -X. +D+0.750L+0.750S+H 1.50 n/a 0.0 1.257 1.257 We rue 0.838 X -X, +D+0.60W+H 1.50 n/a 0.0 0.5960 0.5960 n/a n/a 0.397 X -X. +0+0.70E+H 1.50 ma 0.0 0.5960 0.5960 n/a n/a 0.397 X-X,+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.5960 0.5960 n/a n/a 0.397 X-X.+D+0.750L+0.750S+0.450W+H 1.50 me 0.0 1,257 1.257 We n/a 0.838 X -X, +D+0.750L+0.750S+0.5250E+H 1.50 me 0.0 1.257 1.257 n/a n/a 0.838 X -X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.3576 0.3576 n/a n/a 0.238 X-X,+0,60D+0.70E+0.60H 1.50 We 0.0 0.3576 0.3576 We n/a 0.238 Z -Z. +D+H 1.50 0.0 n/a n/a We 0.5960 0.5960 0.397 Z -Z. +D+L+H 1.50 0.0 n/a n/a n/a 0.5960 0.5960 0.397 Z -Z, +D+Lr+H 1.50 0.0 n/a n/a n/a 0,5960 0.5960 0.397 Z-Z,+D+S+H 1,50 0.0 n/a n/a n/a 1.477 1.477 0.985 Z -Z. +D+0.750Lr+0.750L+H 1.50 0.0 nla n/a n/a 0.5960 0.5960 0.397 Z -Z, +D+0.750L+0,750S+H 1.50 0.0 n/a n/a me 1.257 1.257 0.838 Z-Z,+D+0.60W+H 1.50 0.0 n/a n/a n/a 0.5960 0.5960 0.397 Z -Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.5960 0.5960 0.397 Z -Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a ma 0.5960 0.5960 0.397 Z-Z,+D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a We n/a 1.257 1.257 0.838 Z -Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.257 1.257 0.838 Z -Z, +0.60D+0.60W+0.60H 1.50 0.0 We n/a n/a 0.3576 0.3576 0.238 Z -Z, +0.60D+0.70E+0.60H 1.50 0.0 We nla n/a 0.3576 0.3576 0.238 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning eear.,,. 0"kill „ All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding SEC, Inc. 410 S. Orchard St. Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7781 sieve onsecidaho.com Project Title: Freddy's Rexburg Engineer: Steve Cornwell, P.E. Project ID: S161140 Project Descr. 3 General Footing - �ENERCALC, INC. 19812016, Build6.16.67. Ver.6r166.7 '71 Description : Grid 2.5 Interior Column Footing Footing Flexure Mu Side Tension As Req'd Gvrn. As Actual As Phi'Mn Flexure Axls&Load Combination k -ft Surface W2 InA2 in A2 k -it Status X -X, +1.40D+1.60H 2.245 +Z Bottom 0.2592 Min Temo % 0.2783 10.860 OK Load Combination... Vu @ •X Vu SEC, Inc. Project Title: Freddy's Rexburg Vu @+Z Vu:Max 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: S161140 11.205 Boise, ID 83705 11.205 psi Project Descr: psi 0.1318 OK +120D+0.50Lr+1.60L+1.60H 9.604 osi ph - 208.850.6576 9.604 psi 9.604 psi 9.604 Dsi 85 '1 v 0.113 1x - 208.887.7781 +1.20D+1.60L+0.50S+1.60H 17.422 osi 17.422 Dsi 17.422 osi 17.422 psi 17.422 psi stevef@secidaho.com 0.205 OK +1.20D+1.60Lr+0.50L+1.60H 9.604 osi PnnteO BSEP 2016, 323PH General FootingFlIe=&:Enerc* osi 9.604 osl Data FileslSteves ENERG4LC Data FllasIENERCALC Data Rles1a161140fieddys ec6 85 osi 0.113 OK +120D+1.60Lr+0.50W+1.60H 9.604 Dsi 9.604 Dsi ENERCALC, INC. 1983-2016, Build '.6,16.6.7, Ver.6. 16.6.7 t'rt 9.604 osi 85 Dsi 0.113 OK +1.20D+0.50L+1.60S+1.60H 34.622 Dsi a 34.622 Description : Grid 2.5 Interior Column Footing osi 34.622 osi 85 osi 0.4073 OK +1.20D+1.60S40.50W+1.60H 34.622 psi _Footing Flexure 34.622 osi 34.622 osi 34.622 osi 85051 0.4073 Flexure Axis 8 Load Combination Mu Side Tension As Req'd Gvm. As Actual As Phli Status osi k-17 OK Surface IO2 In A2 inA2 k -h Dsi X -X. +1.40D+1.60H 2.245 -Z Bottom 0.2592 Min Temo % 0.2783 10.860 OK X -X. +1.20D+0.50Lf+1.60L+1.60H 1.924 +Z Bottom 0.2592 Min Temo % 0.2783 10.860 OK X-X.+1.20D+0.50Lr+1.60L+1.60H 1.924 -Z Bottom 0.2592 Min TemD% 0.2783 10.860 OK X -X. +1.20D+1.60L+0.50S+1.60H 3.490 +Z Bottom 0.2592 Min TemD % 0.2783 10.860 OK X -X. +1.200+1.60L+0.50S+1.60H 3.490 -Z Bottom 0.2592 Min TemD % 0.2783 10.860 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 1.924 +Z Bottom 0.2592 Min TemD % 0.2783 10.860 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 1.924 -Z Bottom 0.2592 Min TemD % 0.2783 10.860 OK X-X,+1,20D+1.60Lr+0.50W+1,60H 1.924 +Z Bottom 0.2592 Min Term)% 0.2783 10.860 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 1.924 -Z Bottom 0.2592 Min Temo % 0.2783 10.860 OK X-X,+1,20D+0.50L+1.60S+1.60H 6.936 +Z Bottom 0.2592 Min Temo% 0.2783 10.860 OK X -X, +1.20D+0.50L+1.605+1.60H 6.936 -Z Bottom 0.2592 Min Temo % 0.2783 10.860 OK X-X.+1.20D+1.60S+0.50W+1.60H 6,936 +Z Bottom 0.2592 Min Temo % 0.2783 10.860 OK X-X.+1,20D+1.60S+0.S0W+1,60H 6.936 -Z Bottom 0.2592 Min Temo % 0.2783 10,860 OK X-X.+1.20D+0.50Lr+0.50L+W+1.60H 1.924 +Z Bottom 0.2592 Min Term) % 0.2783 10.860 OK X -X. +1.20D+0.50Lr+0.50L+W+1.60H 1.924 -Z Bottom 0.2592 Min Temo % 0.2783 10.860 OK X -X. +1.20D+0.50L+0.50S+W+1.60H 3.490 +Z Bottom 0.2592 Min TemD % 0.2783 10.860 OK X -X. +120D+0.50L+0.50S+W+1.60H 3.490 -Z Bottom 0.2592 Min TemD % 0.2783 10.860 OK X -X, +1.20D+0.50L+0.20S+E+1.60H 2.551 +Z Bottom 0.2592 Min TemD % 0.2783 10.860 OK X -X, +1.20D+0.50L+0.20S+E+1.60H 2.551 -Z Bottom 0.2592 Min Temo % 0.2783 10.860 OK X -X, +0.90D+W+0.90H 1.443 +Z Bottom 0.2592 Min Temo % 0.2783 10.860 OK X -X, +0.90D+W+0,90H 1.443 -Z Bottom 0.2592 Min Temo % 0.2783 10.860 OK X -X. +0.90D+E+0.90H 1.443 +Z Bottom 0.2592 Min Temo % 0.2783 10.860 OK X -X, +0.900+E+0,90H 1.443 -Z Bottom 0.2592 Min Temo % 0.2783 10.860 OK Z -Z, +1,40D+1.60H 2.245 -X Bottom 0.2592 Min TemD % 0.2783 10.860 OK Z -Z, +1.40D+1.60H 2.245 +X Bottom 0.2592 Min Temo % 0.2783 10.860 OK Z -Z, +120D+0.50Lr+1.60L+1.60H 1.924 -X Bottom 0.2592 Min Temo % 0.2783 10.860 OK Z -Z, +1.20D+O.5OLr+1.60L+1.60H 1.924 +X Bottom 0.2592 Min Temo % 0.2783 10.860 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 3.490 -X Bottom 0.2592 Min Temo % 0.2783 10.860 OK Z -Z, +1,20D+1.60L+0.50S+1.60H 3.490 +X Bottom 0.2592 Min Temo % 0.2783 10.860 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 1.924 -X Bottom 0.2592 Min Temo % 0.2783 10.860 OK Z-Z,+1.200+1.60Lr+0.50L+1,60H 1.924 +X Bottom 0.2592 Min Term) % 0.2783 10.860 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 1.924 -X Bottom 0.2592 Min Temo % 0.2783 10.860 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 1.924 +X Bottom 0.2592 Min Temo % 0.2783 10.860 OK Z-Z,+120D+0.50L+1.605+1,60H 6.936 -X Bottom 0.2592 Min Term)% 0.2783 10.860 OK Z -Z, +120D+0.50L+1.60S+1.60H 6.936 +X Bottom 0.2592 Min Temo % 0.2783 10.860 OK Z -Z, +1.20D+i.60S+0.50W+1.60H 6.936 -X Bottom 0.2592 Min Temo % 0.2783 10.860 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 6.936 +X Bottom 0.2592 Min Temo % 0.2783 10.860 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.924 -X Bottom 0.2592 Min Temp % 0.2783 10.860 OK Z.Z, +1.20D+0.50Lr+0.50L+W+1.60H 1.924 +X Bottom 0.2592 Min Temo % 0.2783 10.860 OK Z-Z,+1,20D+0.50L+0.50S+W+1.60H 3.490 -X Bottom 0.2592 Min Temo % 0.2783 10.860 OK Z-Z,+1,20D40.50L+0.50S+W+1.60H 3.490 +X Bottom 0.2592 Min Temo % 0.2783 10.860 OK Z-Z.+1,20D40.50L+0.20S+E+1.60H 2.551 -X Bottom 0.2592 Min Temo% 0.2783 10.860 OK Z-Z,+1.20D+0.50L+020S+E+1.60H 2.551 +X Bottom 0.2592 Min TemD% 0.2783 10.860 OK Z -Z, +0.90D+W+0.90H 1.443 -X Bottom 0.2592 Min TemD % 0.2783 10.860 OK Z -Z. +0.90D+W+0.90H 1.443 +X Bottom 0.2592 Min TemD % 0.2783 10.860 OK Z -Z, +0.90D+E+0.90H 1.443 -X Bottom 0.2592 Min Temo % 0.2783 10.860 OK Z -Z. +0.90D+E40.90H 1.443 +X Bottom 0.2592 Min TemD % 0.2783 10.860 OK One Wav Shear Load Combination... Vu @ •X Vu @ +X Vu @ •Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi"Vn Status +1.40D+1.60H 11.205 osi 11.205 Dsi 11205 osi 11.205 Dsi 11.205 psi 85 psi 0.1318 OK +120D+0.50Lr+1.60L+1.60H 9.604 osi 9.604 psi 9.604 psi 9.604 psi 9.604 Dsi 85 osi 0.113 OK +1.20D+1.60L+0.50S+1.60H 17.422 osi 17.422 Dsi 17.422 osi 17.422 psi 17.422 psi 85081 0.205 OK +1.20D+1.60Lr+0.50L+1.60H 9.604 osi 9.604 osi 9.604 osi 9.604 osl 9.604 osi 85 osi 0.113 OK +120D+1.60Lr+0.50W+1.60H 9.604 Dsi 9.604 Dsi 9.604 osi 9.604 osi 9.604 osi 85 Dsi 0.113 OK +1.20D+0.50L+1.60S+1.60H 34.622 Dsi 34.622 Dsi 34.622 osi 34.622 osi 34.622 osi 85 osi 0.4073 OK +1.20D+1.60S40.50W+1.60H 34.622 psi 34.622 osi 34.622 osi 34.622 osi 34.622 osi 85051 0.4073 OK +1.20D+0.50Lr+0.50L+W+1.60H 9.604 Dsi 9.604 osi 9.604 Dsi 9.604 Dsi 9.604 Dsi 85 osi 0.113 OK +1.20D+0.50L+0.50S+W+1.60H 17.422 Dsi 17.422 Dsi 17.422 Dsi 17.422 Dsi 17.422 osi 85 osi 0.205 OK +1.20D+0.50L+0.20S+E+1.60H 12.731 Dsi 12.731 Dsi 12.731 osi 12.731 osi 12.731 Dsi 85 osi 0.1498 OK +0.90D+W+0,90H 7.203 Dsi 7.203 Dsi 7.203 Dsi 7.203 DSI 7.203 Dsi 85 Dsi 0.08474 OK 490D+E+0.901-1 7.203 Dsi 7.203 Dsi 7.203 Dsi 7.203 osi 7.203 osi 85 Dsi 0.08474 OK SEC, Inc. Project Title: FreddysRexburg 410 S. Orchard Sl. Suite 116 Engineer: Steve Comwell, P.E. Project ID: S161140 Boise, ID 83705 Project Descr. ph - 208.850.6576 a & - 208.887.7781 sieve secidaho.com PkM 8SEP 2011 327FV.1 File = S9Enercak Data FileslSteves ENERCALC Data FllesTNERCALC Data FilesIA61140hetloys.ec6 ENERCALC, INC. 19612016, BuXG.16 6.7. Ver.6.16.6.7 Description : Grid 2.5 intedor Column Footing Punching Shear _ All units k Load Combination... Vu Phi•Vn _ VuIPhi'Vn Status +1.40D+1.601-1 39.76 osi 170osi 0.2339 OK +1.20D+0.50Lr+1.60L+1.60H 34.08 osi 170osi 0.2005 OK +1.20D+1.60L+0.50S+1.60H 61.823 osi 170Dsi 0.3637 OK +1.20D+1.60Lr+0.50L+1.60H 34.08 osi 170 osi 0.2005 OK +1.20D+1.60Lr+0,50W+1.60H 34.08 osi Most 0.2005 OK +1.20D+0.50L+1.60S+1.60H 122.857 osi 170Dsi 0.7227 OK +1.20D+1.60S+0.50W+1.60H 122.857 osi 170osi 0.7227 OK +1.20D+0.50Lr+0.50L+W+1,60H 34.08 osi 170Dsi 0.2005 OK +1,20D+0.50L+0.50S+W+1.60H 61.823 osi 170osi 0.3637 OK +1.20D+0.50L+0.20S+E+1.60H 45.177 Dsi 170osi 0.2657 OK +0.90D+W+0,90H 25.56 osi 170osi 0.1504 OK +0.90D+E+0.90H 25.56 Dsi Most 0.1504 OK SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: 5161140 Boise, ID 83705 Project Descr: ph - 208.850.6576 fx - 208.887.7781 General Footing mxm; Description : Grid 2.5 South Column Footing _ Code References_____ = 5.950 rne=smnermc Data-1Wb1aV% ENERCALG Data FdNIENERCALC Date Files%161140heddys oc6 ENERCALC, INC. 19834016, Build:6.166.7, Ver.6.16.6.7 :111[61111 :4 rr Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 17.860 0.0 Load Combinations Used : ASCE 7.10 0.0 k OB : Overburden = 0.0 General Information 0.0 0.0 0.0 Material Properties 0.0 ksf Soil Design Values = 0.0 fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 es! Increase Bearing By Footing Weight = No Ec Concrete Elastic Modulus = 3,122.0 es! Soil Passive Resistance (for Sliding) = 250.0 pct Concrete Density = 145.0 pct Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 0.0 0.0 Shear = 0.850 Increases based on footing Depth = 0.0 Analysis Settings 0.0 Footing base depth below soil surface = 0.0 ft Min Sleet /o Bending Redf. - Allow press. increase per fool of depth = 0.0 ksf Min Allow % Temp Reinl. = 0.00180 when footing base Is below = 0.0 ft Min. Overturning Safety Factor = 1.50: 1 Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use fig wt for stability, moments & shears Yes- 0.0 ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = 0.0 ft Use Pedestal wl for stability, mom & shear No Dimensions Width parallel to X -X Axis = 4.330 1 Length parallel to Z -Z Axis = 4.330 fl Footing Thickness = 12.0 in Pedestal dimensions px : parallel to X -X Axis = 5.0 in pz : parallel to Z -Z Axis 5.0 in Height = 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcin Bars parallel to X -X Axis Number of Bars = 6 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 6 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation We # Bars required within zone n/a # Bars required on each side of zone n/a Aoolied Loads P: Column Load = 5.950 0.0 0.0 17.860 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft M -ZZ = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -fl V -x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V -z = 0.0 0,0 0.0 0.0 0.0 0.0 0.0 k e0 SEC, Inc. w..,` Project Title: Fre ldy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Comwell, P.E. Project 10: S161140 Boise, ID 83705 Protect Descr: ph - 208.850.6576 fx - 208.887.7781 sieve secidaho.com P,M.d 86EP 2016.324PH General Footing Fie = 6:1Enemak Data FilesSteves ENERCALC Data FIIes1ENERCALC Dala F6es'sifi1140freddys.ec6 ENERCALC,INC.19614016,1301 6.16.6.7, Vec6.16.6.7 r 1 .. .� - Description : Grid 2.5 South Column Footing DESIGN SUMMARY • Min. Ratio Nem _ Applied Capacity Governing Load Combination PASS 0.9433 Soil Bearing 1.415 ksf 1.50 ksf +D+S+H about Z-Z axis PASS n/a Overturning -X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-fl 0,0 k-ft No Overturning PASS n/a Sliding -X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding -Z-Z 0.0k 0.0k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.3371 ZFlexure (+X) 3.647 k-ft 10.817 k-It +1.20D+0,50L+1,60S+1,60H - PASS 0.3371 ZFlexure (-X) 3.647 k-ft 10.817 k-ft +1.20D+0.50L+1,60S+1.6011 PASS 0.3371 X Flexure (+Z) 3.647 k-ft 10.817 k-ft +1.20D+0,50L+1.60S+1.60H PASS 0.3371 X Flexure (-Z) 3.647 k-ft 10.817 k-fl +1.20D+0.50L+1,60S+1.60H PASS 0.2546 1 -way Shear (+X) 21.640 psi 85.0 psi +1.20D+0.50L+1,60S+1.60H PASS 0.2546 1-way Shear (-X) 21.640 psi 85.0 psi +1.200+0.50L+1.60S+1.60H PASS 0.2546 1-way Shear (+Z) 21.640 psi Ko psi +1,200+0.50L+1.605+1.60H PASS 0.2546 1 -way Shear (-Z) 21.640 psi 85.0 psi +1.20D+0.50L+1,60S+1,60H PASS 0.3872 2-way Punching 65.826 psi 170.0 psi .1,20D+0.50L+1.60S+1.60H Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Lem, -X Right, +X Ratio X-X.+D+H 1.50 n/a 0.0 0.4624 0.4624 n/a nla 0.308 M.+D+L+H 1.50 n/a 0.0 0.4624 0.4624 n/a n/a 0.308 M.+D+Lr+H 1.50 nla 0.0 0.4624 0.4624 n/a nla 0309 X-X,+D+S+H 1.50 nla 0.0 1.415 1.415 n/a n/a 0943 M. +D+0.750Lr+0.750L+H 1.50 ma 0.0 0.4624 0A624 n/a n/a 0.308 M,+D+0.750L+0.750S+H 1.50 n/a 0.0 1.177 1.177 n/a n/a 0.785 M.+0+0.60W+H 1.50 n/a 0.0 0.4624 0.4624 n/a n/a 0.308 M.+D+0.70E+H 1.50 n/a 0.0 0.4624 0.4624 Na n/a 0308 M.+D+0.750Lr4750L+0.450W+H 1.50 n/a 0.0 0.4624 0.4624 ma n/a 0,308 M.+D+0.750I_4.75GS+0.450W+H 1.50 rile 0.0 1.177 1.177 nla n/a 0.785 M.+D+0.750L+0.750S+0,5250E+H 1.50 n/a 0.0 1.177 1.177 n/a n/a 0.785 M. +0.60D+0.60W+0.60H 1.50 We 0.0 0.2774 0.2774 n/a n/a 0.185 X-X.+0.600+0.70E+0.60H 1.50 nla 0.0 0.2774 0.2774 n/a n/a 0.185 Z-Z. +D+H 1.50 0.0 n/a n/a n/a 0.4624 0.4624 0.308 Z-Z, +D+L+H 1.50 0.0 n/a n/a nla 0.4624 0.4624 0.308 Z.Z, +D+Lr+H 1.50 0.0 n/a rila nla 0.4624 0.4624 0.308 Z-Z, +D+S+H 1.50 0.0 n/a ma rile 1.415 1.415 0.943 Z-Z. +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.4624 0.4624 0.308 Z-Z. +D+0.750L+0.750S+H 1.50 0,0 n/a n/a n/a 1.177 1.177 0.785 Z-Z. +D+0.60W+H 1.50 0,0 n/a n/a n/a 0.4624 0.4624 0.308 Z-Z. +D+0.70E+11 1.50 0.0 n/a n/a ma 0.4624 0.4624 0.308 Z-Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a Na 0.4624 0.4624 0.308 Z-Z. +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 1.177 1.177 0.785 Z-Z.+D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.177 1.177 0.785 Z-Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.2774 0.2774 0.185 Z-Z. +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.2774 0.2774 0.185 Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ralto Status Fooling Has NO Sliding I SEC, Inc. 410 S. Orchard St. Suite 116 Boise, ID 83705 ph - 208.850.6576 N - 208.887.7781 Project Ti(le: Freddy's Rexburg Engineer: Steve Cornwell, P.E. Prolect ID: 5161140 Project Descr: D y U 2016 324PH Genera Footing rile= 57tnercak Data FilesUevas ENERCALC Data FilesIENERCALC Data FllesIS161140heddyaec6 ENERCALC, INC. 1933-2016, Build.6.16.6.7, Ver.616.6.7 Description : Grid 2.5 South Column Footing Footing Flexure Flexure Axis 8 Load Combination Mu Side Tension As Req'd Gvrn. As Actual As PhPMn Status k -R Surface i02 102 in -2 k -h X -X, +1.40D+1.60H 0.8505 +Z Bottom 0.2592 Min Tem) % 0.2771 10.817 OK SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: S161140 Boise, ID 83705 Project Descr: ph - 208.850.6576 fx - 208.887.7781 ctamrnl mrid.kn rnm Printed 8SE 2618 1 24F File= 5'.1Enem* Data Filesl5teves ng Description : Grid 2.5 South Column Footing Footing Flexure Flexure Axis 8 Load Combination Mu . k -ft Side Tension Surface As Req'd In A2 Gvrn. As in A2 Actual As inA2 Phi'Mn k -fl Status X -X. +1,40D+1.60H 0.8505 -Z Bottom 0.2592 Min Tema % 0.2771 10.817 OK X -X, +1,20D+0.50Lr+1.60L+1.60H 0.7290 +Z Bottom 0.2592 Min Temo % 0.2771 10.817 OK X-X,+1,20D+0.50Lr+1.60L+1.60H 0.7290 -Z Bottom 0.2592 Min Temo % 0.2771 10.817 OK X -X. +1.200+1.60L+0.50S+1.60H 1.641 +Z Bottom 0.2592 Min Temo % 0.2771 10.817 OK X -X, +1.20D+1.60L+0.50S+1.60H 1.641 -Z Bottom 0.2592 Min Temp % 0.2771 10.817 OK X -X. +1.200+1.60I-r+0,50I-+1.60H 0.7290 +Z Bottom 0.2592 Min Temo % 0.2771 10.817 OK X -X. +1.20D+1.60Lr+0.50L+1.60H 0.7290 -Z Bottom 0.2592 Min Tema % 0.2771 10.817 OK X -X. +1.20D+1.60Lr+0.50W+1.60H 0.7290 +Z Bottom 0.2592 Min Temo % 0.2771 10.817 OK X -X, +1.200+i.60Lr+0.50W+1.60H 0.7290 -Z Bottom 0.2592 Min Temo % 0.2771 10.817 OK X -X, +1.20D+0.50L+1.605+1.60H 3.647 +Z Bottom 0.2592 Min Temp % 0.2771 10.817 OK X -X, +1.20D+0.50L+1.60S+1.60H 3.647 -Z Bottom 0.2592 Min Temp % 0.2771 10.817 OK U. +1.20D+1,60S+0.50W+1.60H 3.647 +Z Bottom 0.2592 Min Temo % 0.2771 10.817 OK X -X. +1.20D+1.60S+0.50W+1.60H 3.647 -Z Bottom 0.2592 Min Temo % 0.2771 10.817 OK X-X,+120D+0.50Lr+0.50L+W+1.60H 0.7290 +Z Bottom 0.2592 Min Temo% 0.2771 10.817 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.7290 -Z Bottom 0.2592 Min Temp % 0.2771 10.817 OK X -X, +120D+0.50L+0.50S+W+1.60H 1.641 +Z Bottom 0.2592 Min Temo % 0.2771 10.817 OK X -X, +1.200+0.50L+0.50S+W+1.60H 1.641 -Z Bottom 0.2592 Min Temo % 0.2771 10.817 OK X -X. +1.20D+0.50L+0.20S+E+1.60H 1.094 +Z Bottom 0.2592 Min Tema % 0.2771 10.817 OK X -X. +120D+0.50L+0.20S+E+1.60H 1.094 -Z Bottom 0.2592 Min Temo % 0.2771 10.817 OK X -X. +0.90D+W+0.90H 0.5467 +Z Bottom 0.2592 Min Temo % 0.2771 10.817 OK X -X. +0.90D+W+0.90H 0.5467 -Z Bottom 0.2592 Min TemD % 0,2771 10.817 OK X -X. +0.90D+E+0.90H 0.5467 +Z Bottom 0.2592 Min Temo % 0.2771 10.817 OK X -X. +0.90D+E+0.90H 0.5467 -Z Bottom 0.2592 Min Temo % 0.2771 10.817 OK Z -Z. +1.40D+1.60H 0.8505 -X Bottom 0.2592 Min Temo % 0.2771 10.817 OK Z -Z, +1.40D+1.60H 0.8505 +X Bottom 0.2592 Min Temp % 0.2771 10.817 OK Z.Z. +1.20D+0.50Lr+1.60L+1.60H 0.7290 -X Bottom 0.2592 Min Temo % 0.2771 10.817 OK Z -Z, +1,20D+0.50Lr+1.60L+1.60H 0.7290 +X Bottom 0.2592 Min Temo % 0.2771 10.817 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 1.641 -X Bottom 0.2592 Min Temp % 0.2771 10.817 OK Z -Z, +1.200+1.60L+0.50S+1.60H 1.641 +X Bottom 0.2592 Min Temp % 0.2771 10.817 OK Z -Z. +1.20D+1,60Lr+0.50L+1.60H 0.7290 -X Bottom 0.2592 Min Temp % 0.2771 10.817 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 0.7290 +X Bottom 0.2592 Min Tema % 0.2771 10.817 OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 0.7290 -X Bottom 0.2592 Min Temp % 0.2771 10.817 OK Z -Z, +1.20D+1.60Lr+0.50W+1.60H 0.7290 +X Bottom 0.2592 Min Temp % 0.2771 10.817 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 3.647 -X Bottom 0.2592 Min Temo % 0.2771 10.817 OK Z -Z. +1.20D+0.50L+1.605+1.60H 3.647 +X Bottom 0.2592 Min Temo % 0.2771 10.817 OK Z -Z. +1.20D+1.60S+0.50W+1.60H 3.647 -X Bottom 0.2592 Min Temp % 0.2771 10.817 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 3.647 +X Bottom 0.2592 Min Temp % 0.2771 10.817 OK Z -Z, +1.200+0.50Lr+0.50L+W+1.60H 0.7290 -X Bottom 0.2592 Min Temo % 0.2771 10.817 OK Z -Z, +1.200+0.50Lr+0.50L+W+1.60H 0.7290 +X Bottom 0.2592 Min Temp % 0.2771 10.817 OK Z -Z. +1.20D+0.50L+0.50S+W+1.60H 1.641 -X Bottom 0.2592 Min Temo % 0.2771 10.817 OK Z -Z. +1.20D+0L0L+0.50S+W+1.60H 1.641 +X Bottom 0.2592 Min Temo % 0.2771 10.817 OK Z -Z. +1.20D+0.50L+0.20S+E+1.60H 1.094 -X Bottom 0.2592 Min Temp % 0.2771 10.817 OK Z -Z, +1.20D+0.50L+0.20S+E+1.60H 1.094 +X Bottom 0.2592 Min Temo % 0.2771 10.817 OK Z -Z. +0.900+W+0.90H 0.5467 -X Bottom 0.2592 Min Temp % 0.2771 10.817 OK Z -Z. +0.900+W+0.90H 0.5467 +X Bottom 0.2592 Min Temp % 0.2771 10.817 OK Z -Z. +0.900+E+0.90H 0.5467 -X Bottom 0.2592 Min Temp % 0.2771 10.817 OK Z -Z. +0.90D+E+0.90H 0.5467 +X Bottom 0.2592 Min Temp % 0.2771 10.817 OK One Way Shear Load Combination Vu @ •X Vu @+X Vu @ -Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi`Vn Status +1.40D+1.60H 5.047 psi 5.047 psi 5.047 psi 5.047 psi 5.047 psi 85 psi 0.05938 OK +1.200+0.50Lr+1.60L+1.60H 4.326 psi 4.326 psi 4.326 psi 4.326 psi 4.326osi 85 osi 0.05089 OK +1.200+1.60L+0.50S+1.60H 9.736 osi 9.736 psi 9.736 psi 9.736 osi 9.736 osi 85 Dsi 0.1145 OK +1,200+1.60Lr+0.50L+1.60H 4.326osi 4.326osi 4.326 psi 4.326 psi 4.326 osi 85 psi 0.05089 OK +120D+1.60Lr+0.50W+1.60H 4.326 osi 4.326 osl 4.326 osi 4.326 psi 4.326 osi 85 osi 0.05089 OK +1.20D+0.50L+1.605+1.60H 21.64 osi 21.64 psi 21.64 psi 21.64 osi 21.64 osi 85 osi 0.2546 OK +1.20D+1.60S+0.50W+1.60H 21.64 psi 21.64 osi 21.64 osi 21.64 psi 21.64 psi 85 osl 0.2546 OK +1200+0.50Lr+0.50L+W+1.60H 4.326 psi 4.326 osi 4.326osi 4.326 osi 4.326 osi 85 psi 0.05089 OK +1.20D+0.50I-450S+W+1.60H 9.736 psi 9.736 psi 9.736 psi 9.736 osi 9.736 psi 85 osi 0.1145 OK +1.20D+0.50L+0.20S+E+1.60H 6.49 psi 6.49 osi 6.49 osi 6.49 osi 6.49 psj 85 osi 0.07636 OK +0.900+W+0,90H 3.244 psi 3.244 psi 3.244 Dsi 3.244 osi 3.244 osi 85 osi 0.03817 OK +0.90D+E+0.90H 3.244 psi 3.244 osi 3.244 osi 3.244 osi 1244 psi 85 psi 0.03817 OK SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Project ID: M1140 Boise, ID 83705 Project Descr: ph - 208.850.6576 fx - 208.887.7781 General Footing File= Description : Grid 2.5 South Column Footing Shear Prin@d 8 All units k Load Combination... Vu Phl'Vn Vu / Phi'Vn Status +1.40D+1.60H 15.352 osi 170osi 0.09031 OK +120D+O.50Lr+1.60L+1.60H 13.159 osi 170 osi 0.07741 OK +1.20D+1.60L+0.50S+1.60H 29.618 osi 170osi 0.1742 OK +1.20D+1.60Lr+0.50L+1.60H 13,159 psi 170osi 0.07741 OK +1.20D+1.60Lr+O.50W+1.60H 13.159 osi 170Dsi 0.07741 OK +1.20D+O.50L+1.605+1.60H 65.826 osi 170osi 0.3872 OK +1.20D+1.60S+0.50W+1.601-1 65.826 osi 170osi 0.3872 OK +1.20D+O.50Lr+0.50L+W+1.60H 13.159 osi 170osi 0.07741 OK +1.20D+O.50L+0.50S+W+1.60H 29.618 osi 170osi 0.1742 OK +120p+O.50L+0.205+E+1.60H 19.743 osi 170osi 0.1161 OK +0.90D+W+0,90H 9.869 osi 170osi 0.05806 OK +0.90D+E+0.90H 9.869 osi 170osi 0.05806 OK General Footing Description : On Code References SEC, Inc. Project Title: Freddy's Rexburg 410 S. Orchard St. Suite 116 Engineer: Steve Cornwell, P.E. Prolect ID: S161140G Boise, ID 83705 Project Descr: ph - 208.850.6576 fx - 208.887.7781 j elcvEr.k.,d hn rnm Niled BSEP 20161291.1 File= Calculations per ACI 318.11, IBC 2012, CBC 2013, ASCE 7-10 5.0 in pz : parallel to Z -Z Axis = Load Combinations Used : ASCE 7-10 Height 0.0 in Rebar Centedine to Edge of Concrete... General Information _ at Bottom of footing = 3.0 in 0.0 Material Properties 0.0 Soil Design Values 0.0 fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Beaming = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pc( Soil/Concrete Friction Coal = 0.30 N Values Flexure = 0.90 = 0.0 0.0 Shear = 0.850 Increases based on footing Depth 0.0 Analysis Settings V -z Footing base depth below soil surface = 0.0 It Min Steel % Bending Reinf. 0.0 Allow press. increase per fool of depth = 0.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 0.0 it Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50: 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per fool of depth Use fig wl for stability, moments & shears Yes = when max. length or width is greater than 0.0 ksf Add Pedestal Wt for Soil Pressure No - 0.0 If Use Pedestal wt for stability, mom & shear No Width parallel to X -X Axis = 5.250 fl Length parallel to Z -Z Axis = 5.250 If Footing Thickness = 12.0 in Pedestal dimensions px : parallel to X -X Axis = 5.0 in pz : parallel to Z -Z Axis = 5.0 in Height 0.0 in Rebar Centedine to Edge of Concrete... 0.0 k at Bottom of footing = 3.0 in Reinforcing Bars parallel to X -X Axis Number of Bars = 7 Reinforcing Bar Size = # 4 Bars parallel to Z -Z Axis Number of Bars = 7 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a P: Column Load = 11.20 0.0 0.0 25.30 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft M -u = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k -ft V -x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V -z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k SEC, Inc. 410 S. Orchard St, Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7781 General Footing Description : Grid 2.5 North Column Footing Project Title: Freddy's Rexburg Engineer: Steve Cornwell, P.E. Project Descr: ProleclID: 5161140 DESIGN SUMMARY 11 • Min. Ratio Item Applied Capacfty Governing Load Combination PASS 0.9793 Soil Bearing 1.469 ksf 1.50 ksf +D+S+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning -Z-Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.5479 ZFlexure (+X) 5.712k -ft 10.424k -ft +1.20D+1.60S+0.50W+1,60H PASS 0.5479 Z Flexure (-X) 5.712 k -ft 10.424 k -ft +1.20D+1.605+O.50W+1.60H PASS 0.5479 X Flexure (+Z) 5.712 k -ft 10.424 k4t +1.20D+1.605+O.50W+1.60H PASS 0.5479 X Flexure (-Z) 5.712 k -ft 10.424 k -ft +1.20D+1.605+0.50W+1,60H PASS 0.3543 1 -way Shear (+X) 30.114 psi 85.0 psi +1.20D+0.50L+1,605+1.60H PASS 0.3543 1 -way Shear (-X) 30.114 psi 85.0 psi +1,20D+0.50L+1.60S+1.60H PASS 0.3543 1 -way Shear (+Z) 30.114 psi 85.0 psi +120D+0.50L+1.605+1.60H PASS 0.3543 1 -way Shear (-Z) 30.114 psi 85.0 psi +120D+0.50L+1.605+1.60H PASS 0.5951 2 -way Punching 101.159 psi 170.0 psi +120D+0.50L+1.60S+1.60H Detailed Results Soil Bearinq Actual 1 Allow Load Combination... Gross Allowable (in) Bottom, -Z Top,+Z Left, -X Right,+X X -X, +D+H 1.50 n/a 0.0 0.5513 0.5513 n/a n/a X -X. +D+L+H 1.50 n1a 0.0 0.5513 0.5513 n/a n/a X -X. +D+Lr+H 1.50 n/a 0.0 0,5513 0.5513 n/a tole X -X. +D+S+H 1.50 n/a 0.0 1.469 1.469 n1a We X -X, +D+O.750Lr+0.750L+H 1.50 n/a 0.0 0.5513 0.5513 n1a n/a X -X. +D+0.750L+0.750S+H 1.50 n1a 0.0 1.240 1.240 n1a n/a X -X. +D+0.60W+H 1.50 n/a 0.0 0.5513 0.5513 n1a n/a U. +D+O.70E+H 1.50 n/a 0.0 0.5513 0.5513 n/a n/a X-X.+D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.5513 0.5513 n/a n/a X -X. +D+0.750L+0.7505+0.450W+H 1.50 n/a 0.0 1.240 1.240 n/a n/a X -X. +D+0.750L+0.750S+0.5250E+H 1.50 ore 0.0 1.240 1.240 n/a n/a X-X.+O.60D+0.60W+0.60H 1.50 n/a 0.0 0.3308 0.3308 n/a n/a X-X,+O.60D+0.70E+0.60H 1.50 n/a 0.0 0.3308 0.3308 n/a n/a Z -Z. +D+H 1.50 0.0 n/a n/a n/a 0.5513 0.5513 Z -Z. +D+L+H 1.50 0.0 n/a n/a n/a 0.5513 0.5513 Z -Z. +D+Lr+H 1.50 0.0 We n/a n/a 0.5513 0.5513 Z -Z. +D+S+H 1.50 0.0 n1a n/a n/a 1.469 1.469 Z-Z.+D+O,750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.5513 0.5513 Z-Z,+D+O.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.240 1.240 Z -Z. +D+0.60W+H 1.50 0.0 We n/a n/a 0.5513 0.5513 Z -Z. +0+O.70E+H 1.50 0.0 1118 n/a n/a 0.5513 0.5513 Z-Z.+D+0.750Lr+0.750L+O.450W+H 1.50 0.0 ni nla n1a 0.5513 0.5513 Z-Z.+D+O.750L+0,7505+0A50W+H 1.50 0.0 n/a n1a n1a 1.240 1.240 Z -Z. +D+O.750L+0.750S+0.5250E+H 1.50 0.0 n/a n1a n1a 1.240 1.240 Z -Z. +O.60D+O.60W+O.60H 1.50 0.0 n/a We We 0.3308 0.3308 Z -Z. +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n1a 0.3308 0.3308 Overtuming Stabll ty Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding ? SEC, Inc. 410 S. Orchard St. Suite 116 Project Title: Freddys Rexburg Engineer: Steve Cornwell, P.E. Project ID: 5161140 Boise, ID 83705 ph - 208.850.6576 Project Descr: fx - 208.887.7781 slevejoitsecidaho,corn Ruled aSEP20t6 325FM General Footing File=5:1Enercac Data FileslSteves ENERCALC Data FilesIENERCALC Data Files's161Meddys.ec6 ' g ENERCALC, INC.19812016, 9uiId.6.16.6.7, Vec6.16.e7 Description: Grid 2.5 North Column Footing Footing Flexure Flexure Az(s�load Cambinatlon Mu Side Tension As Req'd Gvrn. As Actual As Phi'Mn Status k -ft Surface inA2 inA2 102 k -h X -X. +1.400+1.60H 1.661 +Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK t SEC, Inc. 410 S. Orchard SL Suite 116 Boise, ID 83705 ph - 208.850.6576 fx - 208.887.7781 Project Title: Freddy's Rexburg Engineer: Steve Cornwell, P.E. Protect ID: S161140 Protect Descr: Uv Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi•Mn Status Vu I PhI*Vn k -1t +1.40D+1.60H Surface inA2 InA2 inA2 k -h osi X -X. +1.40D+1.60H 1.661 -Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X -X. +1.20D+0.501-r+1.60L+1.60H 1.424 +Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X -X. +1.20D+0.501 -r+1.601 -+1.60H 1.424 -Z Bottom 0.2592 Min Temo % 0.2667 WAN OK X-X.+1.20D+1.60L+0.505+1.60H 2.764 +Z Bottom 0.2592 Min Temo % 0.2667 10.424 OK X -X. +1,20D+1.601 -+0.505+1.60H 2.764 -Z Bottom 0.2592 Min Temo % 0.2667 10.424 OK X -X, +1.20D+1.60Lr- 501+1.60H 1.424 +Z Bottom 0.2592 Min Temo % 0.2667 10.424 OK X-X.+1,20D+1.60Lr+0.50L+1.60H 1.424 -Z Bottom 0.2592 Min Term)% 0.2667 10.424 OK X -X. +1.20D+1.601-r+0.50W+1.60H 1.424 +Z Bottom 0.2592 Min Temo % 0.2667 10.424 OK X -X. +1.20D+1.60Lr+0.50W+1.60H 1.424 -Z Bottom 0.2592 Min Temo % 0.2667 10.424 OK X -X, +1.20D+0,50L+1.605+1.601-1 5.712 +Z Bottom 0.2592 Min Temo % 0.2667 10.424 OK X -X. +1.20D+0.501-+1.60S+1.60H 5.712 -Z Bottom 0.2592 Min Temo % 0.2667 10.424 OK X -X, +1,20D+1.605+0.50W+1.60H 5.712 +Z Bottom 02592 Min Temo % 0.2667 10.424 OK X -X. +1.20D+1.605+0.50W+1.60H 5.712 -Z Bottom 0.2592 Min Temo % 0.2667 10.424 OK X-X.+1,20D+0.50Lr+0.50L+W+1.60H 1.424 +Z Bottom 0.2592 Min Temo % 0.2667 10.424 OK X -X +1.20D+0.50Lr+0.50L+W+1,60H 1.424 -Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X -X +120D+0.50L+0.50S+W+1.60H 2.764 +Z Bottom 0.2592 Min Temo % 0.2667 10.424 OK X -X. +1.20D40.501-40.50S+W+1.60H 2.764 -Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X -X. +1.20D+0.50L+0.205+E+1.60H 1.960 +Z Bottom 0.2592 Min Temo % 0.2667 10.424 OK X -X. +120D+0.50L+0.205+E+1.60H 1.960 -Z Bottom 0.2592 Min Temo % 0.2667 10.424 OK X -X. +0.900+W+0.90H 1.068 +Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X -X. +0.90D+W+0.90H 1.068 -Z Bottom 0.2592 Min Temo % 0.2667 10.424 OK X -X. +0.90D+E+0.90H 1.068 +Z Bottom 0.2592 Min Temp % 0.2667 10.424 OK X -X. +0.90D+E+0.90H 1.068 -Z Bottom 0.2592 Min Temo °% 0.2667 10.424 OK Z -Z, +1,40D+1.60H 1.661 -X Bottom 0.2592 Min Temo °% 0.2667 10,424 OK Z -Z. +1.40D+1.60H 1.661 +X Bottom 0.2592 Min Temo % 0.2667 10.424 OK Z -Z. +1,20D+0.50Lr+1.60L+1.60H 1.424 -X Bottom 0.2592 Min Temo % 0.2667 10.424 OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 1.424 +X Bottom 0.2592 Min Temo % 0.2667 10.424 OK Z-Z.+120D+1,60L+0.50S+1.60H 2.764 -X Bottom 0.2592 Min Tenu)% 0.2667 10.424 OK Z -Z, +120D+1.60L+0.50S+1.60H 2.764 +X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 1.424 -X Bottom 0.2592 Min Temo % 0.2667 10.424 OK Z -Z. +1.20D+1.60Lr+0.50L+1,60H 1.424 +X Bottom 0.2592 Min Temo % 0.2667 10.424 OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 1.424 -X Bottom 0.2592 Min Temo % 0.2667 WAN OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 1.424 +X Bottom 0.2592 Min Temo % 0.2667 10.424 OK Z -Z. +1.20D+0.501 -+1.605+1.60H 5.712 -X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z.+1,20D+0.50L+1.60S+1.60H 5.712 +X Bottom 0.2592 Min Temo °/ 0.2667 10.424 OK Z -Z, +1.20D+1.605+0.50W+1.60H 5.712 -X Bottom 0.2592 Min Temo % 0.2667 10.424 OK Z -Z, +120D+1.605+0.50W+1.60H 5.712 +X Bottom 0.2592 Min Temo % 0.2667 10.424 OK Z -Z, +1.20D+0.501-r-450L+W+1.60H 1.424 -X Bottom 0.2592 Min Temo % 02667 10.424 OK Z -Z. +1,200+0.501-r+0,50L+W+1.60H 1.424 +X Bottom 0.2592 Min Temo % 0.2667 WAN OK Z -Z, +1201)+0.501-40.50S+W+1.601-1 2.764 -X Bottom 0.2592 Min Temo % 0.2667 10.424 OK Z -Z. +120D+0.50L+0.50S+W+1.60H 2.764 +X Bottom 0.2592 Min Temo % 0.2667 10.424 OK Z -Z, +1.20D+0.50L+020S+E+1.60H 1.960 -X Bottom 0.2592 Min Temo % 0.2667 10.424 OK Z -Z, +1,20D+0.50L+020S+E+1.60H 1.960 +X Bottom 0.2592 Min Temo % 0.2667 10.424 OK Z -Z, +0.90D+W+0,90H 1.068 -X Bottom 0.2592 Min Temp % 0.2667 10.424 OK Z-Z.+0.90D+W U01-1 1.068 +X Bottom 0.2592 Min Temo% 0.2667 10.424 OK Z-Z.-r0.90D+E+0.90H 1.068 -X Bottom 0.2592 Min Temo % 0.2667 10.424 OK Z -Z. +0.90D+E+0.90H 1.068 +X Bottom 02592 Min Temo % 0.2667 10.424 OK One Wav Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I PhI*Vn Status +1.40D+1.60H 8.757 psi 8.757 osi 8.757 psi 8.757 osi 8.757 psi 85 osi 0.103 OK +120D+0.50Lr+1.60L+1,60H 7.506 osi 7.506 osi 7.506 osi 7.506 Del 7.506 psi 85 osi 0.08831 OK +1.20D+1.60L40.505+1.60H 14.571 osi 14.571 osi 14.571 osi 14.571 osi 14.571 psi 85 osi 0.1714 OK +120D+1.60Lr+0.50L+1.60H 7.506 osi 7.506 psi 7.506 osi 7.506 osi 7.506 osi 85 psi 0.08831 OK +120D+1.601-r40.50W+1.60H 7.506 osi 7.506 osi 7.506 osi 7.506 osi 7.506 osi 85 osi 0.08831 OK +120D+0.50L+1.60S+1.60H 30.114 osi 30.114 osl 30.114 osi 30.114 osi 30.114 osi 85 osi 0.3543 OK +1.20D+1.605+0.50W+1.60H 30.114 osi 30.114 osi 30.114 osl 30.114 osi 30.114 psi 85 osi 0,3543 OK +1.20D+0,50Lr+0.50L+W+1.60H 7.506 osi 7.506 osi 7.506 osi 7.506 osi 7.506 osi 85 osi 0,08831 OK +1.20D40.50L+0.50S+W+1.60H 14.571 psi 14.571 osi 14.571 osi 14.571 osi 14.571 osi 85 psi 0.1714 OK +1.200+0.50L+020S+E+1.60H 10.332 osi 10.332 osi 10.332 psi 10.332 osi 10.332 osi 85 osi 0.1216 OK +0.90D+W+0,90H 5.63 osi 5.63 osi 5.63 osi 5.63 osi 5.63 psi 85 psi 0.06623 OK +0.90D+E+0.90H 5.63 osi 5.63 osi 5.63 osi 5.63 osi 5.63 osi 85 osi 0.06623 OK SEC, Inc. 410 S. Orchard St. Suite 116 Boise, ID 83705 ph - 208.850.6576 b: - 208.887.7781 General Footing North Column Fooling Shear Project Title: Freddy'sRexburg Engineer: Steve Cornwell, P.E. Project ID; S161140 Project Descr: 59 All units k Load Combination... Vu Phi'Vn Vu I Phl`Vn Status +1.40D+1.60H 29.417 psi 170osi 0.173 OK +1,20D+0.50Lr+1.60L+1.60H 25.215 Dsi 170osi 0.1483 OK +1.20D+1.60L+0.50S+1.60H 48.948 osi 170Dsi 0.2879 OK +1.20D+1.60Lr+0.50L+1.60H 25.215 osi 170Dsi 0.1483 OK +1.20D+1.60Lr+0.50W+1.60H 25.215 osi 170Dsi 0.1483 OK +1.20D+0.50L+1.605+1.60H 101.159 osi 170Dsi 0.5951 OK +1.20D+1.605+0.50W+1.60H 101.159 osi 170osi 0.5951 OK +1.20D+0.50Lr+0.50L+W+1.60H 25.215 osi 170Dsi 0.1483 OK +1.20D+0.50L+0.50S+W+1.60H 48.948 osi 1700si 0.2879 OK +1.20D+0.50L+0.20S+E+1.60H 34.708 osi 170osi 0.2042 OK +0.90D+W+0.90H 18.911 osi 170osi 0.1112 OK +0.90D+E+0.90H 18.911 osi 170Dsi 0.1112 OK STRUCTURAL ENGINEERING CONSULTANTS Client �- T�(s�'ti Date � 16 Project J6b No. 16fl'll Engineer 7��' Sheet W of BIZ'- �')C� L I t CHAPTER 28 WIND LOADS ON BUILDINGS-MWFRS (ENVELOPE PROCEDURE) Main Wind Force Resisting System -Method 2 Roof Angle d Hodmnlal Pressures h5 60 ft. Zones Vertical Pressures Figure 28.6-1 (cont'd) Overhangs Design Wind Pressures O b 5° Walls &Roofs 12.7 Enclosed Buildings Simplified Design Wind Pressure, ps30 (psf) (Exposure Beth= 30ft. w@h /= 1.0) -ifi.0 -10.1 -32.3 -25.3 10° 1 21.6 -9.0 14.4 -5.2 -23.1 -14.1 -16.0 -10.8 -32.3 -25.3 15° 1 24.1 -8.0 16.0 -4.8 -23.1 -15.1 -16.0 -11.5 -32.3 -25.3 110 20° 1 28.8 -7.0 77.7 -3.9 -23.1 -16.0 -76.0 -12.2 -32.3 -25.3 25° 1 24.1 3.9 17.4 4.0 -10.7 -14.6 -7.7 -17.7 -19.9 -77.0 30 l0 45 1 2 21.6 21.6 14.8 14.8 17.2 17.2 11.8 71.8 1.7 8.3 -13.1 -6.5 0.6 7.2 -11.3 -4.6 -7.6 -7.6 •8.7 -8.7 O l0 5° 1 21.0 -10.9 13.9 -6.5 -25.2 -14.3 -17.5 -11.1 -35.3 -27.6 10° 7 23.7 -9,8 15.7 -5.7 -25.2 -15.4 -77.5 -11.8 -35.3 -27.6 15° 1 26.3 -8.7 17.5 -5.0 -25.2 -16.5 -17.5 -12.6 -35.3 -27.6 20° 1 29.0 -7.7 19.4 -4.2 -25.2 -17.5 -17.5 -13.3 -35.3 -27.6 115 25° 1 28.3 4.2 19.1 4.3 -11.7 •15.9 -8.5 -12.8 -21.0 -18.5 30 b 45 1 2 23.6 23.6 16.1 16.1 18.8 18.8 12.9 12.9 1.8 9.1 -14.3 -7.1 0.6 7.9 -12.3 -5.0 -8.3 -8.3 -9.5 -9.5 0 l0 5° 1 22.8 -11.9 15.1 -7.0 -27.9 -15.8 -19.1 -12.1 -38.4 -30.1 10° 1 25.8 -10.7 17.1 -6.2 -27,4 -16.8 -19.1 -12.9 -38.4 -30.1 15° 1 28.7 -9.5 19.1 -5.4 -27.4 -17.9 -19.1 -13.7 -38.4 -30.1 20° 1 37.6 -8.3 21.1 -4.6 -27.4 -19.1 -19.1 •14.5 -38.4 •30.1 120 25° 1 2 28.6 4.6 20.7 4.7 -12.7 -17.3 -9.2 -13.9 -23.7 -20.2 30 to 45 7 2 25.7 25.7 17,6 17.6 20.4 20.4 14.0 14.0 2.0 9.9 -15.6 -7.7 0.7 8.6 -13.4 -5.5 -9.0 -9.0 -10.3 -10.3 0 b 51 1 28.8 -13.9 17.0 -8.2 -32.2 -18.3 -22.4 -14.2 -45.1 -35.3 10° 1 30.2 -12.5 20.1 -7.3 -32.2 -19.7 -22.4 -15.1 -45.1 -35.3 15• 7 33.7 -11.2 22.4 -6.4 -32.2 -21.0 -22.4 -16.1 -45.7 -35.3 20' 1 37.1 -9.8 24.7 -5.4 -32.2 -22.4 -22.4 -17.0 -45.7 -35.3 1 30 25° 1 33.6 5.4 24.3 5.5 ------- •14.9 -5.7 -20.4 -11.1 -10.8 -1.5 -16.4 -7.1 -27.8 ------ -23.7 ------ 301045 1 2 30.1 30.1 20.6 20.6 16.5 16.5 2.3 11.6 -78.3 -9.0 0.8 10.0 -15.7 -8.4 -10.6 -10.6 -12.1 -12.1 0 b 5 1 31.1 -16,1 -9.6 -37.3 •21.2 -26.0 -16.4 .52.3 -00.9 10' 1 35.1 -14.5 -B.5 •37.3 -22.8 -26.0 -17.5 -00.915° 1 39.0 -12.9 f23.3 -7.4 -37.3 -24.4 -26.0 -18.6 -00.9 140 20° i 43.0 -71.4 -6.3 -37.3 -26.0 -26.0 •19.7 3 -00.9 25° 1 39.0 8.3 6.4 .__ -17.3 -6.fi -23.8 .12.8 -12.5 -1.6 -19.0 -82---._-- 3 -27.6 30 b 45 1 235.023.9 35.0 23.9 19.1 19.7 2.7 13.4 -27.2 -10.5 0.9 17.7 -78.2 -7.5 3 -14.0 -14.0 0 b 5° 1 35.7 -10.5 23.7 -11.0 -02.9 -24.4 -29.8 -10.9 [.60.0 0 -07.0 10° 1 40.2 -1fi.7 28.8 -9.7 -02.9 -26.2 -29.8 -20.1 0 -070 15 1 44.8 -14.9 29.8 -8.5 -02.9 -28.0 -29.8-21.4 0-0.150 20' 1 49.4 -13.0 32.9 -7.2 -02.9 -29.8 -29.8 -22.6 -47.0 25° 1 2-7.5 44.8 7.2 32.4 7.4 -19.9 •27.1 -14.7 -14.4-21.0 -2.1 -9.4 0 .30 -31.6 b 45 1 2 40.1 40.1 27.4 27.4 31.9 31.9 22.0 22.0 3.1 15.4 -24.4 -12.0 7.0 13.4 -20.9 -8.6 1 1 -76.1 -16.1 Unit Conversions -1.0 ft = 0.3048 m; 1.0 psf = 0.0479 kN/m' 304 r" l Basic Wind Speed (mph) Roof Angle d Hodmnlal Pressures Zones Vertical Pressures Overhangs (degrees) � A 8 C D E F G H Eat Goe O b 5° 1 19.2 -10.0 12.7 -5.9 -23.1 -13.1 -ifi.0 -10.1 -32.3 -25.3 10° 1 21.6 -9.0 14.4 -5.2 -23.1 -14.1 -16.0 -10.8 -32.3 -25.3 15° 1 24.1 -8.0 16.0 -4.8 -23.1 -15.1 -16.0 -11.5 -32.3 -25.3 110 20° 1 28.8 -7.0 77.7 -3.9 -23.1 -16.0 -76.0 -12.2 -32.3 -25.3 25° 1 24.1 3.9 17.4 4.0 -10.7 -14.6 -7.7 -17.7 -19.9 -77.0 30 l0 45 1 2 21.6 21.6 14.8 14.8 17.2 17.2 11.8 71.8 1.7 8.3 -13.1 -6.5 0.6 7.2 -11.3 -4.6 -7.6 -7.6 •8.7 -8.7 O l0 5° 1 21.0 -10.9 13.9 -6.5 -25.2 -14.3 -17.5 -11.1 -35.3 -27.6 10° 7 23.7 -9,8 15.7 -5.7 -25.2 -15.4 -77.5 -11.8 -35.3 -27.6 15° 1 26.3 -8.7 17.5 -5.0 -25.2 -16.5 -17.5 -12.6 -35.3 -27.6 20° 1 29.0 -7.7 19.4 -4.2 -25.2 -17.5 -17.5 -13.3 -35.3 -27.6 115 25° 1 28.3 4.2 19.1 4.3 -11.7 •15.9 -8.5 -12.8 -21.0 -18.5 30 b 45 1 2 23.6 23.6 16.1 16.1 18.8 18.8 12.9 12.9 1.8 9.1 -14.3 -7.1 0.6 7.9 -12.3 -5.0 -8.3 -8.3 -9.5 -9.5 0 l0 5° 1 22.8 -11.9 15.1 -7.0 -27.9 -15.8 -19.1 -12.1 -38.4 -30.1 10° 1 25.8 -10.7 17.1 -6.2 -27,4 -16.8 -19.1 -12.9 -38.4 -30.1 15° 1 28.7 -9.5 19.1 -5.4 -27.4 -17.9 -19.1 -13.7 -38.4 -30.1 20° 1 37.6 -8.3 21.1 -4.6 -27.4 -19.1 -19.1 •14.5 -38.4 •30.1 120 25° 1 2 28.6 4.6 20.7 4.7 -12.7 -17.3 -9.2 -13.9 -23.7 -20.2 30 to 45 7 2 25.7 25.7 17,6 17.6 20.4 20.4 14.0 14.0 2.0 9.9 -15.6 -7.7 0.7 8.6 -13.4 -5.5 -9.0 -9.0 -10.3 -10.3 0 b 51 1 28.8 -13.9 17.0 -8.2 -32.2 -18.3 -22.4 -14.2 -45.1 -35.3 10° 1 30.2 -12.5 20.1 -7.3 -32.2 -19.7 -22.4 -15.1 -45.1 -35.3 15• 7 33.7 -11.2 22.4 -6.4 -32.2 -21.0 -22.4 -16.1 -45.7 -35.3 20' 1 37.1 -9.8 24.7 -5.4 -32.2 -22.4 -22.4 -17.0 -45.7 -35.3 1 30 25° 1 33.6 5.4 24.3 5.5 ------- •14.9 -5.7 -20.4 -11.1 -10.8 -1.5 -16.4 -7.1 -27.8 ------ -23.7 ------ 301045 1 2 30.1 30.1 20.6 20.6 16.5 16.5 2.3 11.6 -78.3 -9.0 0.8 10.0 -15.7 -8.4 -10.6 -10.6 -12.1 -12.1 0 b 5 1 31.1 -16,1 -9.6 -37.3 •21.2 -26.0 -16.4 .52.3 -00.9 10' 1 35.1 -14.5 -B.5 •37.3 -22.8 -26.0 -17.5 -00.915° 1 39.0 -12.9 f23.3 -7.4 -37.3 -24.4 -26.0 -18.6 -00.9 140 20° i 43.0 -71.4 -6.3 -37.3 -26.0 -26.0 •19.7 3 -00.9 25° 1 39.0 8.3 6.4 .__ -17.3 -6.fi -23.8 .12.8 -12.5 -1.6 -19.0 -82---._-- 3 -27.6 30 b 45 1 235.023.9 35.0 23.9 19.1 19.7 2.7 13.4 -27.2 -10.5 0.9 17.7 -78.2 -7.5 3 -14.0 -14.0 0 b 5° 1 35.7 -10.5 23.7 -11.0 -02.9 -24.4 -29.8 -10.9 [.60.0 0 -07.0 10° 1 40.2 -1fi.7 28.8 -9.7 -02.9 -26.2 -29.8 -20.1 0 -070 15 1 44.8 -14.9 29.8 -8.5 -02.9 -28.0 -29.8-21.4 0-0.150 20' 1 49.4 -13.0 32.9 -7.2 -02.9 -29.8 -29.8 -22.6 -47.0 25° 1 2-7.5 44.8 7.2 32.4 7.4 -19.9 •27.1 -14.7 -14.4-21.0 -2.1 -9.4 0 .30 -31.6 b 45 1 2 40.1 40.1 27.4 27.4 31.9 31.9 22.0 22.0 3.1 15.4 -24.4 -12.0 7.0 13.4 -20.9 -8.6 1 1 -76.1 -16.1 STRUCTURAL ENGINEERING CONSULTANTS Client iAzrbA- Dote V6/1 6 Project �fP.11 i�` l( WV� Job No. Enqineer Sheet / '— of j ............. ALL'-.Icy"��h'.`t`J�it-_Ui'� ( ' u _� � , )i � 7� / ...� �/,a. / i 1. � ✓�.t � �/'�- � ✓ Z31,66b 16 Client ( aj�o-L Date ' yb/1iJ Bell Project Job No. 51� IM I STRUCTURAL ENGINEERING CONSULTANTS Engineer �jj�' Sheet of 25, Z .� J-.3 j SG2 R,S / tj -1Y 6, { ('75,Z.wsF�/l,Fx`ti3,6> _ r i I+ ' i2 -T./Z- Client Date °1&41G men Project Job No. 1516liq 1 STRUCTURAL ENGINEERING CONSULTANTS Engineer C� Sheet of Gvc�vrn cry uo,j1 . 4, Lk � Y��LnSb J lid' �ranrss \ of _ p' - e (T U , Jieti.i L ` (,a��r�o2.d.1 -tom-45m1 56qr) Z' t 5 Client �,tJSD`\ Datenow Project f1 e, fid{ ` Job No. '5 (G STRUCTURAL ENGINEERING Engineer `J�% Sheet L5 of CONSULTANTS t"t �5� Ss Lq -t a far t o fi� 9Q I� u-e--�J�---. IN 1n'J 1[9-1 e"rl✓l, � �G,UJ•t�t'�- ��� 3It e�o Concrete Connectors d Anchors vxpURE49 This product is preferable to similar connectors because of a) easier Installation, b) higher loads, 0 lower installed coal, or a combination of these features. o • ,64 The SSTB anchor boll is designed for maximum performance as an anchor bolt for holdowns and Simpson Strong -Tie" Strang -Wallin shearwalls. Extensive testing has been done to determine the design load capacity of the SSTB when installed in many common applications. The Simpson Strong -Tie" SSTB anchor bolts are now code listed by ICC -ES under the 2009 and 2012 IBC" and IRC" to meet the requirements of ICC -ES acceptance criteria AC 399. ICC -ES ESR -2611 is the industry's first code report issued for proprietary anchor bolts evaluated to the criteria of AC 399. Special Features: • Identification on the bolt head showing embedment angle and model • Offset angle reduces side bursting, and provides more concrete cover • Rolled thread for higher tensile capacity • Stamped embedment line aids installation • Available In HOG for additional corrosion resistance MATERIAL: ASTM F-1554, Grade 36 FINISH: None. May be ordered HDG; contact Simpson Strong -Tie. INSTALLATION: • SSTB is suitable for monolithic and two -pour concrete applications. • Nuts and washers for holdown attachment are not supplied with the SSTB; Install standard nuts, couplers andlor washers as required. • On HOG SSTB anchors, chase the threads to use standard nuts or couplers or use overlapped products in accordance with ASTM A563, for example Simpson Strong -Tie" NUT% -OST, NUT% -OST, CNW -OST. CNW -OST • Install SSTB before the concrete pour using AnchorMates". Install the SSTB per the plan view detail. • Minimum concrete compressive strength is 2500 psi. • When rebar is required It does not need to be tied to the SSTB. • Order SSTBL Models (example., SST816L) for longer thread length (16L= 5'/f, 20L = 6'/e . 24L = 6', 28L = 6'/s'). SSTB and SSTBL load values are the same. SSTB34 and SST836 feature 41/2' and 6'/; of thread respectively and are not available in "L" versions. CMU ' • One horizontal Y4 rebar in the second course. • One vertical 84 rebar in adjacent cell for 5W diameter SSTB. • One vertical M4 rebar in an adjacent cell and additional vertical 84 rebar(s) at 24' a.c. max. for a/i diameter SSTBs (2 total vertical rebars for end wall comer, 3 total vertical rebars for midwalQ. CODES: See page 12 for Code Reference Key Chart. . These products are available with additional corrosion protection. Additional products on this page may also be available with this option, check with Simpson Strongrile for details. SSTB Bolts at Stemwall 1` Embedment Line (fop of Cotta, If 6SSTB16L (other models similar) r /GG/1\\ m Identificat on on the bolt head showing embedment angle and model. I SSTB16 models similar) See pages 36-37 for addillonal Installation details. 4• - 31ah . 14 Rebar e EXecO e Embedment Cold Jou i rooting I Two Pour Installation (SSTB20, 24, 34 and 36) For two -pour (4" slab) Installation loads: • When using the SSTB20, use the equivalent loads of the SST016. • When using the SSTB24, use the equivalent loads of the SSTB20. • When using the SST834 or 36, use the equivalent loads of the SSTB28. t. see page 3e for notes to tee Designer. 2. SST1328, SSTB34 and SSTB36 with 31W end distance allowable loads are 6605 Its. (Wind and SDC A& B) and 5550 lbs (SOC C -F). 04 Rebar au I Place Dimensions N e F SSTB arrow Allowable Tension Leads s diagonal Model No. Stemwall Dia. Length Min. Wind &SDC A&B E a= SOCC - F LOCaIE £ e Width (In.) (In.) Embed. o from wall Rel• 51 lin.) r (le) Midwall Corner End Walla Midwall Corner End Walla SSTBl6 6 Ye 17%(161.=19%) 12% 3610 3610 3610 2550 2550 2550 SSTB20 6 V. 215/,(20L = 24%) 16/e 4315 4040 4040 3145 2960 2960 SST824 6 ale 25%(24L=2lI 20% 5025 4470 4470 3740 3325 3325 123, SSTB28 8 % 29/e (281.=32a/e) 24 V. 9900 8710 7615 8315 7315 6395 1.20 SSTB34 8 ale 34 Ya 28Ye 9990 8710 7615 8315 7315 6395 SSTB36 B ale 36a/a 28a/e 9900 8710 7615 8315 7315 6395 t. see page 3e for notes to tee Designer. 2. SST1328, SSTB34 and SSTB36 with 31W end distance allowable loads are 6605 Its. (Wind and SDC A& B) and 5550 lbs (SOC C -F). 04 Rebar au I Place N e F SSTB arrow s diagonal g 1Yi Min. E 8 In comer application s` , E a= w LOCaIE £ e appmx 45° lo9b — — 13 13 -Win. return o from wall 51 r -4�I I +I1-1Y.•MIo." T 1 titin. Midwall Corner End Wall STEMWALL PLAN VIEWS Perspective View VI rebar 3'-5' Irom top P 0 0 ro 0 a n Co 4p Structural Engineering Consultants, LLC BY: SLC SHEET OF Freddy's- Tension on Column Bolts DATE: 01/22/2016 ---------------------------------- DESIGN DATA ----------------------------------- Design ACI 318-11 Appendix D Free Edges of the Conere�e Criteria BOLT Type = 3/4" - 10 UNC Material Material = A307------__t-_nofL Properties do = 0.750 in Dlrecloof Load 10 Threads per inch deo is = 9.000 in - _I eh = 3.000 in I -0D U As = 0.334 int Y2 f" = 60.0 ksi O(gnDD I Anchor material is ductile (§ D.4.3(a))Yi e No. No. of X-cols = 2 Y-rows = 2 YRows. Bolts Total = 4 Edge dist. del = 4.500 in dei = 3.000 in de3i Bolt Spac'g X1 = 7.000 in Y1 = 3.000 in _ d., = 4.500 in deo = 10.000 in I Y-rows included in tension group = 2 Load en, = 0.00 in eny = 0.00 in dei X1 X2 de2 Eccentr'y e,. = 0.00 in No. of Cols Concrete Member Thickness = 24.00 in Material f':= 3.50 ksi 1. = 1.00 Properties Concrete = Normal Wt. factors Tension: 0.75 0.70 Shear : 0.65 0.70 Pullout / Pryout : +F = 0.70 Seismic application is not specified Tension/Shear Modifiers : No Cracking at service load level (§ D.5.3.6) NO Supplementary Reinf. for Tension or Shear Loads (§ D.4.3(c)) Applied V" = 1.0 k N;, = 7.0 k Loads ------------------------------------ OUTPUT ------------------------------------ A) Tension capacity for group of 4 bolts; �, = 0.75; 0.70 Steel Bolt Strength RNs, = 0.75 * 80.27 = 60.2 k (Eq D-2) Concrete Breakout Strength (1) �Ncbq= 0.70 * 15.45 = 10.8 k (Eq D-4) Concrete Pullout Strength (2) 0.70 * 39.69 = 27.8 k (Eq *) Concrete Side Face Blowout (3) �Nsbq= 0.70 * 0.00 = 0.0 k (Eq D-15) Group tensile strength based on: (1) Basic breakout strength No = 24.4 k (Eq D-6) Srf. Area: A,, = 256.00 in' (§ D.5.2.1) A�ico = 400.00 int (§ D.5.2.1) Modifiers iyec,N= 1.000 (Eq D-8) gred,N= 0.790 (D-10) iyc,N = 1.250 (§ D.5.2.6) (2) Pullout for single bolt NF = 9.9 k (Eq D-15) Modifier Wc,P = 1.400 (§ D.5.3.6) (*) No equation is given for pullout of a group. We use ng*Npn where ng is the number of bolts in the group. (3) Side -Face blowout failure mode not applicable to hooked bolts B) Shear capacity for group of 4 bolts; �_ = 0.65; (1,c = 0.70 Steel Bolt Strength (1)Vsa = 0.65 * 48.16 = 31.3 k (Eq D-29) Concrete Front Edge Breakout(1) �Vcbq= 0.70 * 6.89 = 4.8 k (Eq D-22) Concrete Side Edge Breakout (2) �Vcbg (Not Calculated) Concrete Pryout Strength (3) �V,P3= 0.70 * 30.89 = 21.6 k (Eq D-41) Group shear strength based on: (1) Basic breakout strength Vb = 2.8 k (Eq D-33) Based on the row of bolts nearest the front edge. Paye I SO-,tl_ V4.3.0 02014 Salmons Technelognes, Inc. PnecastEnginee r. ccm L Structural Engineering Consultants, LLC BY: SLC SHEET OF Freddy's - Tension on Column Bolts DATE: 01/22/2016 Srf. Area: Av, = 72.00 int (§ D. 6.2.1) Avco = 90.50 in'- (§ D.6.2.1) Modifiers : Vec,v= 1,000 (Eq D-36) Ved,V= 1.000 (Eq D-37) yr,v = 1.900 (§ D.6.2.7) yin,v = 1.000 (Eq D-39) (2) Both side edges > 1.5*Ca3 (§ RD.6.2.1) (3) Srf. Area: AN, = 256.00 in'- (§ D.5.2.1) kc, = 2.000 (§ D.6.3.1) C) Combined tension and shear P„ = N, = 7.0 k, group of 9 V„ = 1.0 k, group of 9`. From (A), Nn = 15.4 k, group of 9 From (B), Vn = 6.9 k, group of 9 Interaction ratios: N„/�N, = 7.0/(0.70* 15.9)= 0.69 <1.0 O: - V,/�V, = 1.0/(0.70* 6.9)= 0.21 <1.0 0: Interaction Equation: (Eq D-92) 0.693 + 0.207 = 0.65 <1.2 OI gage £ Studs V4.3.0 W014 Salmon= Tecnnologies, Inc. Pveca=Lngineer.ccm L� Client j cuS6 Date Project PKbvj-' Job Na. STRUCTURAL ENGINEERING r; sheet [� of CONSULTANTS engineer Via' LJ use- ��,�,.•�.� �-�:�. �� � �_,:�� ��' r N s 'v of r Lm ' 0" cj A Jvol Ant) 6X x15) 6 LLt I©) -t-(,6)(-5Q)y 1 1"7 C'e'a, PJ 12- Z-� ONE yClient LasSn.1� DateI A _ ' Project �rE-ek0 %r Job Na. bttZ STRUCTURAL ENGINEERING CONSULTANTS Engineer `�� Sheet LI of I t-2 - -= Ko1-tc lL Client -' d�" Date V6116 Project j � r � 6k�r' Job No. 011 �r- STRUCTURAL ENGINEERING Engineer Sheet Of CONSULTANTS